HomeMy WebLinkAboutB16-1926 028-360-013Department of Development Services
Tim Snellings, Director
Pete Calarco, Assistant Director
7 County Center Drive T: 530.538.7601 Buttecounty.net/dds
Oroville, California 95965 F: 530.538.7785
Building Permit Checklist
Name: DOVBUSH, YURIY & YELENA
Location: 227 CULET RANCH RD, OROVILLE
Assessor's Parcel Number: 028-360-013
Permit Number: B.16-1926
X 1. 3 copies site plan
k 2. 3 sets building plans
3. 1 set energy calcs (if applicable)
4. 1 set truss calcs (if applicable)
5. 1 set structural calcs (if applicable)
6. Intake Packet
a. signed permit application
-X b. owner builder (if applicable)
c. notice to builders
d. fee summary
e. fire handout
f. NPDES form
g. data sheet
,z h. PW Notification for 26-12
i. Hazardous Material Form (commercial)
�j. Accessibility Worksheet (commercial)
k. Plan Check Sq Ftg Verification
7. Flood Certificates (if applicable)
8.
9.
10.
Completed by: ✓/ Date: 9 / %
Butte County Fire Department
Fire Prevention Bureau
Residential Building Requirements
176 Nelson Ave, Oroville, CA 95965
530.538.7888, 530.538.2105 Fax
530.538.6226 Inspection Line
Permit Number: B16-1926
Location: 227 CULET RANCH RD
Parcel Number: 028-360-013
Owner Name: DOVBUSH, YURIY &
YELENA
Description:
Date: 9/1/2016
By: JMD
Sub Type: SFD-CUSTOM/MODEL
Phone:
To meet the requirements of Government Code section 51182, Butte County Fire department
requires a pre -construction inspection to provide the below building and site requirements to the
property owner.
Your property is located within the Butte County Fire Departments response area and must meet
the below requirements:
❑ Public Resources Code 4290 (emergency access, signing/addressing, fuel modification
standards)
❑ Public Resources Code 4291 (defensible space)
❑ California Fire Code LPG tank protection
❑ Butte County Improvement Standards
Requirements prior to scheduling the pre inspection:
Full plan submittal to Butte County Development Services Building Division
To request an inspection call 530.538.6226; this is Fire Prevention Bureau's recorded inspection
line; you will need the information at the top of this page. Inspection request that come through
any other phone numbers will cause a delay in processing your permit.
For the pre inspections, the property owner or authorized agent (contractor) is required to meet
the inspector at the construction site.
I have read and understand the above pre inspection requirements.
Signature: Q Date: 912016
Department of Development Services
Tim Snellings, Director
Pete Calarco, Assistant Director
7 County Center Drive T: 530.538.7601 Buttecounty.net/dds
Oroville, California 95965 F: 530.538.7785
T'�• +DEVELOPMENT SERVICES
DOVBUSH, YURIY & YELENA
RE: 028-360-013 Permit No: B16-1926
To' meet the requirements of Butte County Code Section 26-12 (available on line at
? : htip://municipalcodes.lexisnexis.com/codes/butteco ), one or more of the following may be required
before a building permit can be issued for the above referenced project.
The construction of curbs, gutters, sidewalks or walkways, public roads, proper access from public
roads, and drainage facilities;
Dedication of any necessary rights of way; and
For commercial or industrial uses or for multiple living uses having three (3) or more living units per
1 parcel, the construction of an enclosure for containers used to hold solid waste and/or recyclable
materials for collection.
' Requirements prior to issuance of building permit:
Submit sufficient information to the Land Development Division of the Public Works Department, 7
J:'. County Center Drive, Oroville, CA 95965, that demonstrates compliance with County Code Section 26
-12.
If construction plans and/or engineering analysis.are required, submit information in duplicate in
accordance with County Improvement Standards (available on line at
moo•//www buftecounty net/r)ublicworks/divisions/landdevelopment/impstd html) with a minimum plan
k..:; .
checking deposit of $690.40.
Important Note:
If improvements in compliance with County Code Section 26 12 are required, any construction,
plans and/or engineering analysis must be reviewed and approved by the Land Development
Division of the Public Works Department prior to construction of the improvements and the
required improvements must be constructed, bonded, or guaranteed with a deposit of an in
lieu fee prior to issuance of this building permit. The process can require significant time and
must be completed prior to issuance of the building permit.
If you have any questions, please contact the Land Development Division at -(530) 538 7266, Monday
through Friday, 8:00 a.m. to 4:00 p.m.
I have read and understand the above requirements:
Signature: QC ooeL"W— Date: 9/1/2016
DEVELOPMENT SERVICES
Department of Development Services
Tim Snellings, Director
Pete Calarco, Assistant Director
7 County Center Drive T: 530.538.7601 Buttecounty.net/dds
Oroville, California 95965 F: 530.538.7785
PERMIT APPLICATION DATA SHEET
Reference Number: B16-1926 Date: 9/1/2016
Location: 227 CULET RANCH RD By: JMD
Parcel Number: 028-360-013 Sub Type: SFD-CUSTOM/MODEL
Owner Name: DOVBUSH, YURIY & YELENA Phone: 5035510519
Description: REPL SFD LOG HOME (1168)
COV (320) OPEN (270)
The above permit application has the following Clearances required prior to permit issuance. Please
contact each department indicated below regarding specific requirements pertaining to your permit
application.
YES SEWER DISTRICTS
❑ Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 — 530.533.0740
❑ LOAPUD, 1960 Elgin Street, Oroville CA 95966 — 530.533.2000
❑ City of Chico, PO Box 3420, 411 Main Street, Chico CA 95927 — 530.879.6700
PARKS & RECREATION DISTRICTS (form will be available after plans have been
previewed by building department)
❑ Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 — 530.895.4711
❑ Durham Park & Recreation District, 9447 Midway, Durham CA 95938 — 530.345.1921
❑ Feather River Recreaction & Park District, 1875 Feather River Blvd, Oroville CA 95965 —
530.533.2011
❑ Paradise Parks & Recreation, 6626 Skyway Road, Paradise CA 95969 — 530.872.6393
SCHOOL DISTRICTS (form will be available after plans have been reviewed by building`
department)
❑ Biggs Unified School District, 300 B Street, Biggs CA 95917 — 530.868.1281
❑ Chico Unified School District, 1163 East 7th Street, Chico CA 95926 — 530.891.3006
❑ Durham Unified School District, 4920 Putney Drive, Durham CA 95938 — 530.895.4675
❑ Gridley School District, 429 Magnolia, Gridley CA 95948 — 530.846.4723
❑ Marysville School District, 1919 B Street, Marysville CA 95901 — 530.741.6000
❑ Oroville Elementary School District, 2795 Yard Street, Oroville CA 95966 — 530.532.3000
V Oroville Union High, 2211 Washington Ave, Oroville CA 95966 — 530.538.2300 Ext: 105
❑ Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 — 530.872.6400
OTHER
5r Recorded copy of Agricultural Acknowledgment Statement - See Attached Instructions
❑ City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 — 530.868.5447
❑ FEMA Flood Elevation Certificate (required within 48 hours or permit will be placed on hold
until received)
❑ Other:
"When filed, this application and all supporting material becomes subject to the California Public Records
Act. All public information related to this application is subject to public inspection and will be posted on the
County's website for electronic access.
Signature of Applicant: �GL� & Date: --__2L10 I 0_
Department of Development Services
Tim Snellings, Director
Pete Calarco, Assistant Director
7 County Center Drive T: 530.538.7601 Buttecounty.net/dds
Oroville, California 95965 F: 530.538.7785
NOTICE TO BUILDERS**
Before your building permit can be issued, your plans must be checked for compliance with the California
Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to
Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances
and approvals. There are some things you can do to expedite your permit:
- Make sure your application is complete.
- Be responsive to requests from County departments for any additional materials or requirements.
The Building Division places its highest priority on processing building permits as quickly as possible and each
day that passes without a complete application adds to processing time.
Every permit issued by the Building Official shall expire and become null and void if the work authorized by
such permit'is not started or completed within one year from the date of issuance of such permit (per Butte
County Code Chapter 26, Article 1, Section 263.1). A permit may be renewed (for a fee) prior to expiration a
maximum of two (2) times, provided construction progress has been documented by the Building Division
during each year during scheduled inspections. No changes may be made in the original plans and specifications
for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit
fee and additional plan checking and documentation may be required. Upon completion of work covered by this
permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or
any portion of the building for which this permit is issued without a final inspection.
EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY**
Application for which a permit has not been issued will expire one year after date of application.
Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit
applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at
the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only
if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be
deducted prior to authorizing a refund and a charge to process the refund application will be assessed. The
current refund processing fee is $127.00. Refunds on permits (issued) may be requested prior to the expiration
of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and
deducted from any refund amount) to determine no work was done.
Fee/refund information can be read on-line at http://municipalcodes.lexisnexis.com/codes/butteco/
"When filed, this application and all supporting material becomes subject to the California Public Records Act. All public
information related to this application is subject to public inspection and will be posted on the County's website for electronic
access.
Permit Number: B16-1926 Date: 9/1/2016
Parcel Number: 028-360-013
Location: 227 CULET RANCH RD, OROVILLE Phone: 5035510519
Owner Name: DOVBUSH, YURIY & YELENA
Description: REPL SFD LOG HOME (1168) COV (320) OPEN (270)
Signature of Applicant: �L& Date: 9/1/2016
Eff
i
Department of Development Services
i Tim Snellings, Director
Pete Calarco, Assistant Director
7 County Center Drive T: 530.538.7601 Buttecounty.net/dds
Oroville, California 95965 F: 530.538.7785
11 DEVELOPMENT SERVICES 11
National Pollutant Discharge Elimination System (NPDES) Phase II
Construction Storm Water Permit and Storm Water Pollution Prevention
Plan (SWPPP) Acknowledgment
]LESS THAN I ACRE]
Reference Number: B16-1926 Date: 9/1/2016
Location: 227 CULET RANCH RD By: JMD
Parcel Number: 028-360-013 Sub Type: SFD-CUSTOM/MODEL
Owner Name: DOVBUSH, YURIY & YELENA Phone: 5035510519
Description: REPL SFD LOG HOME (1168) COV (320) OPEN (270)
By signing below, I the project owner/owners' agent, certify that this project WILL NOT
DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction
Storm Water Permit from the State of California Regional Water Quality Control Board. Phased
projects that contain multiple site buildouts of less than one acre but when combined with
subsequent phases total more than one acre of disturbed soil will require a Construction Storm
Water Permit from the State of California Regional Water Quality Board.
Signed e�?e Date 9/1/2016
Butte County Department of Development Services
PERMIT CENTER
y
7 County Center Drive, Oroville, CA 95965
Main Phone 530.538.7601 Fax 530.538.7785
FORM NW
-ADHP-43
�m��a�-.bntteeauntv.n et- dds
IMPORTANT! .NOTICE TO.PROPERTY OWNERR :'
Dear Property Owner:
An application for -a building permit has�been submi}rr =y ernaffi a-li tin oursel +asI
:
builder of the property improvements specified at >
We are providing you with an Owner -Builder Acknowledgment: and- Information Verification
Form to make you aware of your responsibilities and---possible---risk you )'may dncur by having4U
permit issued in yourname as the Owner -Builder.- We�will=n'otmissue-a-:building•per*m-it;until'P-
you have read,.initialed your:understanding.of each•prov.ision; sigged land returnedthisr.
form to us at our official address:indicated: An•agent..ofithe=:owner.cannot.executeithis-;notice:
unless you,. the property owner, obtain the -prior approval'ofthe.,:permitting;authority:
OWNER'S ACKNOWLEDGM-ENT>AND.VERIIhIICA.TION OF. INFORMATION
MUCHONS. Read and initial-eachstatement:belowao signifyjthatyoutunderstandorwerify.thi&:.
information.
1. I understand a frequent practice.of unlicensed,,persons is -to have the property owner
obtain an "Owner -Builder" building,permit-that erroneously implies tha&the property:owner..-is:
providing his or her own.labor and material personally:.I, as:an Owner -Builder, may be.held
liable and subject to serious financial, risk fo.r.py injuries sustained by an unlieensed,person;and'
his or her.employees while working -on my.property. My homeowner's -insurance .maynot-provi&
coverage for those injuries. I am willfully acting as an Owner -Builder and am aware of the limits
of my insurance coverage for injuries to workers on my property.
2. I understand building permits are not required to be signed by property owners unless
they are responsible for the construction and are not hiring a licensed'Coritractor to assume this
responsibility.
�3'
nderstand as an "Owner -Builder" I am the responsible party of record on the permitA
understand that I may protect myself from potential financial risk by hiring a licensed Contractor
and having the permit filed in his or her name instead of my own.
4L�!4 I understand Contractors are required by law to be licensed and bonded in California and
to list their license numbers on permits and contracts.
5. Iunderstand if I employ or otherwise engage any persons, other than California licensed
ntractors, and the total value of my construction is at least five hundred dollars ($500),
including labor and materials, I may be considered an "employer" under state and federal law.
VZD_61i understand if I am considered an "employer" under state and federal law, I must
register with the state and federal government, withhold payroll taxes, provide workers'
compensation disability insurance, and contribute to unemployment compensation for each
"employee." I also understand my failure to abide by these laws may subject me to serious
financial risk.
�7. I understand under California Contractors' State License Law, an Owner -Builder who
builds single-family residential structures cannot legally build them with the intent to offer them
for sale, unless all work is performed by licensed subcontractors and the number of structures
does not exceed four within any calendar year, or all of the work is performed under contract with
a licensed general building Contractor.
Page 1 of 2
Revised 7.20.2015
ya--8. I understand -as an Owner=Burlder-if I�sell•the property for which this permit is issued, I
-May be -held liable for any financial or personal injuries sustained by any subsequent owner(s)
at result from any latent construction.defects in the workmanship or materials.
9: I understand I may obtain more information- regarding my obligations as an "employer"
from the Intemal:Revenue. Service'; the United=States Small iBusiness.Adniinistration, the
California Department of Benefit Payments, and the California Division of Industrial Accidents. I
.also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-.
321-CSLB.(2752) or www.cslb.ca.gov.for more.information.about licensed.contractors.
Fza 00. I am aware of and consent to anOwner-Builder building permit applied for in -my name,
and understand that I.am the party legally and financially responsible for proposed construction
activity. at. the following address:
�I'l.I agree'that,'as`the party legally and financially respodsible-for this -proposed
construction activity,, I will abide by all,applicable laws and'requireinents that govern Owner -
Builders as well as employers.
12:`I;agree'.to:no*,.the-issuer. of -this form:immediately.bf°any*additions;'deletions,.ot
changes.to *aiiy ofthe iriformatiomII have provided on this form: Licensed`contractors are
regulated by laws designed to protect the public. If you contract with someone who does not•have I
a license, the Contractors' State License Board may be unable to assist you with any financial
loss you may sustain as a result of a complaint. Tour only.remedy against -unlicensed Contractors ��� ,
may be in civil, court. Tt is also importanffor you to understand1hat if an ,unlicensed"Contractor br
employee of that individual or firm is¢injured while working on your property, nyou may be he`lil
liable'for`damages If you otitam a"permit a"s Owner` Builder and wish to i ii Cotractors, you
willbe responsilil'e for verifying wliethei� or not those' Contraetors'are propecly'licensed.and the
status of their workers' compensation insurance coverage.-
Before
overage:
Before a building permit can be issued, this form must be completed and signed by the
property owner'anil returned. to;the agency responsible for issuiug.the permit. Note: A. copy
of the property owner's driver's license, form notdrization, or diher verification acceptable to
the agency is required to be presented when the permit is issued to verify the property owner's
signature
Signature of property owner:
Note: The following Authorization Form is required to be completed by the property owner only
whendesignating an agent of the property owner to apply for a construction permit for the
Owner Builder.
AUTHORIZATION. OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF
Excluding the Notice to Property Ownei, the execution of which I iinderstand is my personal
responsibility, I hereby authori2V the following person(s) to act as my agents) to apply for, sign,
and file the documents necessary to. obtain an Owner -Builder Permit for my project.
Scope of Construction Project (porgD�eoscri�a)
ption.of Wo k):
Project Location or Address:.(.0 / Y���1�'
Name of Authorized Agent:
Address of Authorized Agent:
Tel No:
I declare under penalty of perjury that I am the property owner for the address listed above and I
personally filled out the above information and certify its accuracy. Note: A copy of the owner's
driver's license, form notarization, or other verification acceptable to the. agency is
required to be presented when .the permit is issued to verify the property owner's
signature. �y ,/) %
Property Owner's Signature: Date: &7 (S/V /pj
Revised 7.20.2015 Page 2of2
Permit Fee Details PERMIT NUMBER
Ill e County Butte Count
B16-1926
- I v
Description: REPL SFD LOG HOME (1168) COV (320) OPEN (270)
Type: RESIDENTIAL
Subtype: SFD-CUSTOM/MODEL
Status: UNDER REVIEW
Applied: 9/1/2016 JMD
Approved:
Parcel No: 028-360-013 Site Address: 227 CULET RANCH RD OROVILLE,CA 95965
Subdivision:
Block: Lot:
Issued:
Lot Sq Ft: 0
Building Sq Ft: 0
Zoning:
Finaled:
Valuation: $135,352.24
Occupancy Type:
Construction Type: V -N
Expired:
No. Buildings: 0
No. Stories: 0
No. Unites: 1
Details: 2 BEDROOM
F_ ,9
CLTD
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
RECEIPT #
CHECK #
METHOD
PAID BY
BY
SF CRIMINAL JUSTICE 12
0010-4402300-422000
0
$1.40
$0.00
2% ADMIN
SF CRIMINAL JUSTICE 12
5205-52050000-462000
0
$68.60
$0.00
98%
SF FIRE 12 2% ADMIN
0010-4402300-422000
0
$2.80
$0.00
SF FIRE 12 98%
5223-52230000-462000
0
$137.20
$0.00
SF GNRL GOVT CW 12
0010-4402300-422000
0
$2.40
$0.00
2% ADMIN
SF GNRL GOVT CW 12
5201-52010000-462000
0
$117.60
$0.00
98%
SF GNRL GOVT UA 12
0010-4402300-422000
0
$2.40
$0.00
2% ADMIN
SF GNRL GOVT UA 12
5206-52060000-062000
0
$117.60
$0.00
98%
SF HEALTH & SS 12 2%
0010-4402300-422000
0
$0.60
$0.00
ADMIN
SF HEALTH & SS 12 98%
5207-52070000-462000
0
$29.40
$0.00
Printed: Thursday, September 01, 2016 10:18:14 AM 1 of 4
SYSTEMS
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PAID
PAID DATE
RECEIPT #
CHECK #
METHOD
PAID BY
CLTD
BY
SF JAIL FACILITY
5202-52020000-462000
0
$83.67
$0.00
SF LIBRARY 12 2%
0010-4402300-422000
0
$1.00
$0.00
ADMIN
SF LIBRARY 12 98%
5212-52120000-462000
0
$49.00
$0.00
SF SHERIFF 12 2%
0010-4402300-422000
0
$4.20
$0.00
ADMIN
SF SHERIFF 12 98%
5222-52220000-462000
0
$205.80
$0.00
SF TRNSPRTTN 12 2%
0010-4402300-422000
0
$6.60
$0.00
ADMIN
SF TRNSPRTTN 12 98%
5215-52150000-462000
0
$323.40
$0.00
Total Paid for CFIFR SINGLE FAMILY 12: $1,153.67 $0.00
DB CA SB1473 100 DBCP
0010-4402400-4220000
$6.00
$6.00
9/1/16
B017094
103
CHECK
DOVBUSH, YURIY &
JMD
YELENA
Total Paid for DB CA SB1473 100 DBCP: $6.00 $6.00
DBCAS RES 100
0010-4402300-422000
0
$17.60
$17:60
9/1/16
B017094
103
CHECK
DOVBUSH, YURIY &
JMD
DBCP
YELENA
Total Paid for DB CA SMTP RES 100 DBCP: $17.60 $17.60
DBF R3 DWLNG
CSTM/MDL INSP FEE DB
0010-4402400-422000
1168
$1,659.60
$0.00'
CPINSP
DBF R3 DWLNG
DOVBUSH, YURIY &
CSTM/MDL PLAN CHK
0010-4402100-422000
1168
$1,106.40
$1,106.40
9/1/16
B017094
103
CHECK
JMD
YELENA
FEE DB CPPCK
Total Paid for DB R3 DWELLING -CUSTOM, MODEL 09: $2,766.00 $1,106.40
DBMSC TECH INVST FEE
1 0010-4403000-4220000
$27.66
$27.66
9/1/16
8017094
103
CHECK
DOVBUSH, YURIY &
JMD
R OCC 09 D CPAA
YELENA
Total Paid for DB TECHNOLOGY INVESTMENT FEE: $27.66 $27.66
Printed: Thursday, September 01, 201610:18:14 AM 2 of 4 CRMrsreees
Printed: Thursday, September 01, 2016 10:18:14 AM 3 of 4
SYSTEMS
CLTD
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
RECEIPT #
CHECK #
METHOD
PAID BY
BY
DBEH BUILDING
0021-5400000-461199
0
$105.00
$105.00
9/1/16
B017094
103
CHECK
DOVBUSH, YURIY &
JMD
REVIEW FEE PH EH
YELENA
Total Paid for DBEH BUILDING REVIEW FEE PH EH: $105.00 $105.00
DBFIRE FIRE FINAL
INSPECTION RES 09 F
0010-1401000-461901
0
$0.00
$0.00
REGSVCSDIV
Total Paid for DBFIRE FIRE FINAL INSPECTION RES 09 F $0.00 $0.00
REGSVCSDIV:
DBFIRE FIRE PRE
DOVBUSH, YURIY &
PLNCK/INSP RES F
0010-1401000-461901
0
$228.00
$228.00
9/1/16
B017094
103
CHECK
JMD
YELENA
REGSVCSDIV
Total Paid for DBFIRE FIRE PRE PLNCK/INSP RES F
$228.00 $228.00
REGSVCSDIV:
DBMSC FIRE SAFE
DOVBUSH, YURIY &
STANDARDS REVIEW 09
0010-4402300-422000
0
$127.00
$127.00
9/1/16
B017094
103
CHECK
JMD
YELENA
DB CPPC
rotal Paid for DBMSC FIRE SAFE STANDARDS REVIEW 09 DB $127.00 $127.00
CPPC:
DBMSC GEN'L PLAN
DOVBUSH, YURIY &
MAINT FEE R OCC 09
0010-4401200-461901
0
$124.47
$124.47
9/1/16
B017094
103
CHECK
YELENA
JMD
DPADV-
Total Paid for DBMSC GEN'L PLAN MAINT FEE R OCC 09
$124.47 $124.47
DPADV:
DBMSC SCANNING FEE
1 0010-4402300-422000
0
$64.00
$64.00
9/1/16
8017094
103
CHECK
DOVBUSH, YURIY &
JMD
09 DB CPPC
YELENA
Total Paid for DBMSC SCANNING FEE 09 DB CPPC: $64.00 $64.00
Printed: Thursday, September 01, 2016 10:18:14 AM 3 of 4
SYSTEMS
At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fees may change during the
plan checking process.
Signature: Date: 9/1/2016QV'
❑ I would like to defer the required impact fees as noted within this fee summary until prior to Final Inspection. I further understand that I am
required to pay the requested deferred impact fees as noted within this fee summary, before I am allowed to schedule a Final Inspection. I will not be
allowed to occupy the permitted structure until a final inspection has been performed and approved after all fees have been paid.
Signature: Date: 9/1/2016
Pursuant to Government code Section 66020, you are.hereby notified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above
referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a).
Printed: Thursday, September 01, 201610:18:14 AM 4 of 4
(OU L.7 L./ SYSTEMS
CLTD
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
RECEIPT #
CHECK #
METHOD
PAID BY
BY
DP PLANNING
DOVBUSH, YURIY &
CLEARANCE FOR
0010-4401300-461901
0
$81.50
$81.50
9/1/16
B017094
103
CHECK
SMD
YELENA
PERMITS 09 DPCUR
Total Paid for DP PLANNING CLEARANCE FOR PERMITS 09
$81.50
$81.50
DPCUR:
At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fees may change during the
plan checking process.
Signature: Date: 9/1/2016QV'
❑ I would like to defer the required impact fees as noted within this fee summary until prior to Final Inspection. I further understand that I am
required to pay the requested deferred impact fees as noted within this fee summary, before I am allowed to schedule a Final Inspection. I will not be
allowed to occupy the permitted structure until a final inspection has been performed and approved after all fees have been paid.
Signature: Date: 9/1/2016
Pursuant to Government code Section 66020, you are.hereby notified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above
referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a).
Printed: Thursday, September 01, 201610:18:14 AM 4 of 4
(OU L.7 L./ SYSTEMS
PROPERTY LINE (560'
I
1 (E) DRIVEWAY
I
I
1
I
I
I �
I
O I PORCH
t<1 I 5 9 0 sq f t.
z (E) TIG m
-1 Cn
i Lu
�----� z
pf-L V i -1 3 5' 6 1'
to I(E) ELECTRICAL POL UB PANEL
K I PROPOSED W
n W LOG HOME n
� I 768 sq.ft. O
V i (E) WELL L
I
I
I
I r
I
I .
(E) SHE
I
I
I '
in (E) WELL
I ,
I
I
PROPERTY LINE 660'
®f�T�f PLOT PLAN
rnSCALE: 1: 30
M & N
Designing
TEL.(916)366-9731
3654 GOLDSBORO CT.
SACRAMENTO CA 95827
Lic H 308505
_ ME3
U ❑
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5 Q [�
U_ m
W N
W
J ❑
Ll J
>Z
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N ❑ Q
SHEET List
BUTTE ;
A 1 - Plot Plan
•
Plan
COUNTY
2 - Floor d Detaiil
Details
5 - Loft 4 Loft Framing
-2013 California Bung Code (CBC)
4 - Elevation Plan
0 1 )
ZO�i
5 - Gross Section A
6 - Electrical Roof Framing
SEP
4
DEVELOPMENT
SERVICES
tDammon-o—
PROPERTY LINE (560'
I
1 (E) DRIVEWAY
I
I
1
I
I
I �
I
O I PORCH
t<1 I 5 9 0 sq f t.
z (E) TIG m
-1 Cn
i Lu
�----� z
pf-L V i -1 3 5' 6 1'
to I(E) ELECTRICAL POL UB PANEL
K I PROPOSED W
n W LOG HOME n
� I 768 sq.ft. O
V i (E) WELL L
I
I
I
I r
I
I .
(E) SHE
I
I
I '
in (E) WELL
I ,
I
I
PROPERTY LINE 660'
®f�T�f PLOT PLAN
rnSCALE: 1: 30
M & N
Designing
TEL.(916)366-9731
3654 GOLDSBORO CT.
SACRAMENTO CA 95827
Lic H 308505
_ ME3
U ❑
Z M lD
5 Q [�
U_ m
W N
W
J ❑
Ll J
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1. AO construction ction shall conform to the folBuildingcodas;
-2013 California Bung Code (CBC)
Cul nen=Rd
.2013 California Residential Code (CRC)
tDammon-o—
•2013 California Mechanical Code (CMC)
Blezaford=Gu1�
`
-2013 California Plumbing Code (CPC)
-2013 California Electrical Code (CEC)
y
-2013 California Building Energy Efficiency Standards (CES)
-2013 California Fire Code (CFC)
n
.2013 California Green Building Standards Code (CalGreen)
S'I
-ANY OTHER APPLICABLE Slate, County or Local Regulations.
2. THE CONTRACTOR IS RESPONSIBLE TO CHECK THE PLANS AND
IS TO NOTIFY THE DESIGNER OF ANY ERRORS OR OMISSIONS
PRIOR TO THE START OF CONSTRUCTION.
3 HAVE�R SCALED
IENDO
�n
DIMENSIONS. NOT DRAWINGS If
SCALE:
no
PROPERTY LINE (560'
I
1 (E) DRIVEWAY
I
I
1
I
I
I �
I
O I PORCH
t<1 I 5 9 0 sq f t.
z (E) TIG m
-1 Cn
i Lu
�----� z
pf-L V i -1 3 5' 6 1'
to I(E) ELECTRICAL POL UB PANEL
K I PROPOSED W
n W LOG HOME n
� I 768 sq.ft. O
V i (E) WELL L
I
I
I
I r
I
I .
(E) SHE
I
I
I '
in (E) WELL
I ,
I
I
PROPERTY LINE 660'
®f�T�f PLOT PLAN
rnSCALE: 1: 30
M & N
Designing
TEL.(916)366-9731
3654 GOLDSBORO CT.
SACRAMENTO CA 95827
Lic H 308505
_ ME3
U ❑
Z M lD
5 Q [�
U_ m
W N
W
J ❑
Ll J
>Z
r,x a
N
N ❑ Q
September 28, 2016
Mike Tretyak
3654 Goldsboro Court,
Sacramento, CA 95627
TEL: (916) 804-9380
Attn.: Mike Tretyak,
f=ZSE:Ir1I=
STRUCTURAL ENGINEERS
4` OCT 3 12016
7RB ANP
Re: Job 2016-09434: Residence located at 227 Culet Ranch Road, Oroville, CA 95966.
Subject: Plan Check #1
Item Al2: Please see detail 5/SD-1.
Item A 14: Please see the revised detail 15/8131-1.
Item S1: Yes, the Seismic Design Category is D. Please see revised Loading Criteria on Sheet SN -1. The
original calculations reference SDC D.
Item S2: Per the ASCE 7-10 Section 12.3.4.2 and Table 12.3-3, the redundancy factor is 1.3. See revised
attached calculations.
If you have any questions on the above, do not hesitate to. call.
Prepared By:
PZSE, Inc. — Structural Engineers
Roseville, CA
QROF SSI
t,O ENr ETH q�
rq�y Fy
CZ
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No S3 8
* UP. 1.17
`req SrRUCT0k
OF CA0F� �� ^
REVIEWED BUTTE
FOR CODE COMPLIANCE COUNTY
PERMIT # //�[� NOV 0 E 2016 OCT 26 2016 cid
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED 0=®R1'Fi;E.e41iBD ASSOCIATES UESEItV[( ESNT
CODE COMPLIANCE
DATE / / ' �' ! — - BY % I t, I O) O
131
8150 Sierra College Boulevard, Suite 150 • Roseville, CA 95661 • 916.961.3960 P • 91 6.961.3965 • p e.com
1/12
FU �h
PZSE, INC - STRUCTURAL ENGINEERS
WIND DESIGN PROCEDURE
20.00 ft
Risk Category =
II
I, 11, III or IV (Table 1.5-1)
Basic Wind Speed, V =
110 mph
26.5.1
Directionality Factor, Kd =
0.85
26.6
Surface Roughness Category
C
26.7.2
Exposure Category =
C
26.7.3
Pressure Coefficient, Kz
0.87
27.3.1 (Table 27.3-1)
Topographic Factor, Kzt =
1.00
26.8 (Table 26.8-1)
Velocity Pressure, qz or qh
22.91 psf
27.3.2
Gust Effect Factor G or Gf =
0.85
26.9.1
Enclosure Classification =
Enclosed
11.4.3
SEISMIC DESIGN PROCEDURE
Height of Structure, hn =
20.00 ft
Reduncy Factor, p =
1.30 ✓
Risk Category =
II
I, II, Ill or IV (Table 1.5-1)
Response Modification Factor, R =
4.5
Table 12.2-1
Importance Factor =
1.0
Table 11.5-1
Mapped Acceleration Parameter, Ss =
0.586 g
11.4.1 and USGS maps
Mapped Acceleration Parameter, S1 =
0.256 g
11.4.1 and USGS maps .
Site Classification =
D
11.4.2 (Table 20.3-1)
Site Coefficient, Fa =
1.331
11.4.3 (Table 11.4-1)
Site Coefficient, Fv =
1.888
11.4.3 (Table 11.4-2)
Adjusted Max Spectral Response, Sms =
.0.780 g
11.4.3
Adjusted Max Spectral Response, Sml =
0.483 g
11.4.3
Design Spectral Acceleration Parameter, Sds =
0.520 g
11.4.4 MCE response= Sds x 1.5 (11.4.6)
Design Spectral Acceleration Parameter, Shc =
0.322 g
11.4.4 MCE response = Shc x 1.5 (11.4.6)
Fundamental Period of Structure, Ta =
0.189
12.8.2 (light framed buildings only)
Constant Velocity Transition Period, Ts =
0.620 sec
Short Period Seismic Design Category, 0.2 sec =
D
11.6 and 11.6-1
1-s Period Seismic Design Category, 1.0 sec =
D
N/A as Seismic Design Category (Table 11.6-2) Not Req
Seismic Design Category, Sl =
N/A
BUTTE COUNTY
BUILDING DIVISION
APPROVED
2/12
PZSE,INC- STRUCTURALENGINEERS
MULTI -STORY SEISMIC FORCE DISTRIBUTION
Risk Category =
II
Importance Factor =
1.0
Site Classification =
D i
Response Modification Factor, R =
4.5
Mapped Acceleration Parameter, Ss =
0.586 g
Mapped Acceleration Parameter, S1=
0.256 g
Site Coefficient, Fa =
1.331
Site Coefficient, Fv =
1.888
Seismic Design Category, 0.2 sec =
D
Seismic Design Category, 1.0 sec =
D N/A as Seismic Design Category (Table 11.6-2) Not Required
Seismic Design Coefficient, Cs =
0.116 x W (LRFD design level)
Service Level Seismic Force, Eh =
J 0.105 = 0.7 x Cs x p x W (Allowable stress design level)
5
TABLE OF BUILDING WEIGHTS
the wind lateral base shear calculation.
Where Snow Loads Occur:
Flat roof snow loads of 30 psf or less need not be
combined with seismic loads. For flat roof snow loads
exceed 30 psf, 20% shall be combined with seismic
loads.
TABLE OF SEISMIC FORCES AT BUILDING LEVEL: ALLOWABLE STRESS DESIGN LEVEL
Walls Parallel to Front - Rear Direction
Level Height
Weight hi x wi Fx Story
OTM Floor OTM
Level
Weight
Total Length
Height of
Projected
Weight
Note: Only 1/2 of the first floor wall height is
0 0 7392.
(psf)
of wall (ft)
Wall (ft)
Area (sf)
(Ibs)
considered in the calculation. This corresponds with
1st floor
30
64
9.25
296 1
8880
the wind lateral base shear calculation.
Walls Parallel to Left - Right Direction
Level
Weight
Total Length
Heightof
Projected
Weight
Note: Only 1/2 of the first floor wall height is
(psf)
of wall (ft)
Wall (ft)
Area (sf)
(Ibs)
considered in the calculation. This corresponds with
1st floor
30
48
9.25
222
6660
the wind lateral base shear calculation.
TABLE OF SEISMIC FORCES AT BUILDING LEVEL: ALLOWABLE STRESS DESIGN LEVEL
I
Level Height
Weight hi x wi Fx Story
OTM Floor OTM
hi (ft)
wi (Ibs) (Ibs) Shear (Ibs)
(ft-Ibs) (ft-Ibs)
Roof 9.25
70300 650275 7392
68377
1st floor 0
0 0 7392.
0 68377
DIAPHRAGM FORCE DISTRIBUTION TABLE: ALLOWABLE STRESS DESIGN LEVEL
I
.
Force Parallel to Front - Rear Direction
Level Weight
wpx (Ibs)
Level Weight
wpx (Ibs)
Lateral Sum Sum Max
Fi Fi wi 0.4SdslWpx
Min
0.2Sdslwpx f
Diaphragm
F x Ibs
Roof 61420
6458 6458 61420 12775
6387
6458
1st floor 0
0 0 0 0
0
0
0 0
0
0
0
i
3/12
7-10 sec. 12.10.1.1
ASCE 7-10 sec. 12.10.1.1
BUTTE COUNTY
BUILDING DIVISION
APPROVED
Force Parallel to Left - Right
Direction
Level Weight
wpx (Ibs)
Lateral Sum
Fi Fi
Sum
wi.
Max
0.4Sdslwpx
Min
0.2Sdslwpx {
Diaphragm
F x Ibs
Roof -63640
6692 6692
63640
13237
6618
6692
1st floor 0
0 0
0
0
0
0
i
3/12
7-10 sec. 12.10.1.1
ASCE 7-10 sec. 12.10.1.1
BUTTE COUNTY
BUILDING DIVISION
APPROVED
PZSE, INC - STRUCTURAL ENGINEERS
WIND FORCE LATERAL DESIGN:
FRr1NT - RFAR rNRFr-rlr)N
Level Diaphragm Story
Shear (lbs) Shear
Top of Roof
1st floor top plate 4970
1st floor 4970
I FFT- RIfHT nIRFrTION
Level Diaphragm Story
Shear (lbs) Shear
Top of Roof
1st floor top plate 6715
1st floor 6715
LATERAL GOVERNING CONDITIONS
FRONT - REAR DIRECTION:
Roof Diaphragm =
Diaphragm load, w =
Story Shear, V =
LEFT -RIGHT DIRECTION:
Roof Diaphragm =
Diaphragm load, w =
Story Shear, V =
6458 lbs
Seismic Governs
269 plf
7392 lbs
/
✓ Seismic Governs
6715 lbs Wind Governs
210 plf
7392 lbs / Seismic Governs
4/12
210 plf
Left
24.00 ft
Front
ROOF
269 plf
R Right
BUTTE COUNTY
BUILDING DIVISION
APPROVED
PZSE, INC - STRUCTURAL ENGINEERS
DIAPHRAGM DEFLECTION
LOCATION: GL1toGL2&GLAtoGLB
Ins total = 'L bending + 'nsshear + 0 nail slip + 0 chord splice slip — C 5v12 vL � + ^ �t . 0.181 Ken + I� XJ
Applied shear, v
269 plf
Shear wall deflection:
Diaphragm length, L
24.00 ft
Defl due to bending, Ab
0.003 inches
Diaphragm width, b
32.00 ft
DefI due to shear, Av
0.021 inches
SPS thickness
15/32 inch
Defl due to nail slip, Ans
0.162 inches
Size of nail, 8d etc
8d
Defl due to chord slip, Acs
0.038 inches
Nail spacing
6 inches oc
Total diaphragm drift, AD
0.224 inches
2x6 top plate area, A
16.50 sq. inches
Max diaphragm drift, AM
0.894 inches
Story height
9.25 ft
Allowable story drift
2.775 inches
DIAPHRAGM DEFLECTION LOCATION: GL 1 to GL 2 & GL A to GL B
3 X
IL total — � bending + L� shear + � /'fit nail slip + chord splice slip — Q C w + A + 0.188Len + . L
Applied shear, v
210 pit
Shear wall deflection:
Diaphragm length, L
32.00 ft
Defl due to bending, Ab
0.007 inches
Diaphragm width, b
24.00 ft
Defl due to shear, Av
0.022 inches
SPS thickness
15/32 inch
Defl due to nail slip, Ans
0.144 inches
Size of nail, 8d etc
8d
Defl due to chord slip, Acs
0.067 inches
Nail spacing
6 inches oc
Total story drift, AS
0.239 inches
2x6 top plate area, A
16.50 sq. inches
Total story drift, AM
0.958 inches
Story height
9.25 ft
Allowable story drift
2.775 inches
BUTTE COUNTY
BUILDING DIVISION
APPROVED
5/12
PZSE,INC- STRUCTURALENGINEERS
FIRST FLOOR: GRIDLINE 1
wall
Story shear, V
7392 lbs
Tributary width
12.00 ft
Total width
24.00 ft
Gridline shear
3696 lbs
LATERAL DESIGN FRONT -BACK
Plate height 9.25 ft Total wall length 31.50 ft
2/3 dead load 186 plf Total SW lengths 9.50 ft
Min SW Length 3.50 ft
Wall shear 389 plf f/
Roof shear 117 plf
Net shear 272 plf
1000
wall
open wall
open wall
open wall open
wall
open wall
open wall
open wall open
Lengths (ft)
0.00
11.00 6.00
4.00 3.50
7.00 0.00 0.00
0.00
0.00 0.00
0.00 0.00
0.00 0.00 0.00
Force at Rt ends of
wall/open'g (Ibs)
0
-1291 340
-130 821
0 0 0
0
0 0
0 0
0 0 0
SW height LION
9
9
9
9
9
9
9
9
Shear wall Type
3
3
1000
24-16d's at splice
11W`u
Story shear, V
-1000.�„S'
-2000
Y� x;:1000 td ob17 00N,� 21 00- 2450 37 50 ^-%..31.50 " 31.60 �j}p31 SO. ��k 31 50 --31 50 x31 50 r St 50 31.50,,-V,3150
',(,31:50%c..1.+ '3: d! a s aZ
�' ' 3} - Y� r�T� t't� � t�'t
X y * n
` -.s -.i L. -u x 755#a..,,s�7. $jh +i•<.� i ,J3 'x,. 4 tg f F z T.;...i,.�^ 7L �+u sZ�YF
Total width
Therefore use:
24-16d's at splice
--------------------------------------------------
FIRST FLOOR: GRIDLINE 2
Story shear, V
7392 Ibs
Tributary width
12.00 ft
Total width
24.00 ft
Gridline shear
3696 Ihs
Ftg: V-0" x V-6" w/ (1) #4 T& B
Plate height 9.25 ft Total wall length 32.00 ft
2/3 dead load 186 plf Total SW lengths 20.00 ft
Min SW Length 10.00 ft
Holdown Tension = 3813 Ibs
Wall shear 185 plf.
Roof shear 116 plf
Net shear 69 plf
Soo
wall
open wall
open wall open
wall
open wall open
wall
open wall
open wall open
Lengths (ft)
0.00
7.00 10.00
4.00 10.00 1.00
0.00
0.00 0.00 0.00
0.00
0.00 0.00
0.00 0.00 0.00
Force at Rt ends of
wall/open'g (Ibs)
0
-809 -116
-578 116 0
0
0 0 0
0
0 0
0 0 0
SW height LION
9
9
9
9
9
9
9
9
Shear wall Type
1
1
Soo
_
-5 C)
'' '+ 0 7 00)p 21 00 37 0032 Damf x.92 00.E 3200 < 13200 a 32 00 32 00 -.. 32A0 +'` 3200 52.00 92 OD - �'�3Y
s
00
-1000
�' 4:i'r ,max..:.-�` ..:k x- `ir7'uf�'�..",.-..x.: :�lQ:t. c'x"�u it7^•.^^ XiG"°�`."F'a'i-w'-'t.-^Y
Therefore use: 24-16d's at splice
Ftg: V-0" x V-6" w/ (1) M4 T& B
6/12
Holdown Tension = 1397 Ibs
5/8" 0 ROD a
Symbol
5/8" 0 ROD t1
Symbol
r
PZSE,INC- STRUCTURALENGINEERS
LATERAL DESIGN FRONT -BACK
FIRST FLOOR: GRIDLINE A
Story shear, V 7392 lbs Plate height 9.25 ft Total wall length 22.50 ft Wall shear 569 plf
Tributary width 16 ft 2/3 dead load, 186 plf Total SW lengths 6.50 ft Roof shear 164 plf
Total width 32 ft Min SW Length 3.25'ft Net shear 404 plf
Gridline shear 3696 lbs
2000
'
wall
open wall
open wall
open wall
open wall open
wall
open wall
open wall 0
hs (ft)
3.25
16.00 3.25
0.00• 0.00
0.00 0.00,
0.00 0.00 0.00
0.00
0.00 0.00
0.00 0.00
at Rt ends of
4.75 11.00
6.00
0.00 0.00
0.00 0.00
0.00 0.00 0.00
0.00
0.00 0.00
0.00 0.00 0
)pen'g (lbs)
1314
-1314. 0
0 0
0 0.
0 0 0
0
0 0
0 0
eight OON
9
9
9
9
9
9
9
9
wall Type
4
4
9
9
9
9
`9
9
2000
'
1000MAN
tsF nY x ,. ;..; s*^ ROOM 4"
s 4
'Ct4'4Y 3S: Y , 2'Ykd���'24�5�:�•.1i
0
-1000
-2000
ra 3'25 2 22 22 5D� 22 5D xf'�`22 50.VQV 22 5D+L k22 5D `22 50 22 5Di 22 5D 150 22 SD7 - � 22 50' r�22 50. ?Z
�Lmuk..N..��''+c`�.T.'._�':.•°v�4 t
�xc�' �•,aki!i �.i'n'"':'a<,..d+�.•p.a nro'�sma4...,. a.
50
"4�75�'� 6 5 1i'T5 275G� 21p75�'�y21r7` - 21?75172175-.i2175t775'�°21�'75;�275
Therefore use: 24-16d's at splice
--------------------------------------------------
FIRST FLOOR: GRIDLINE B
Story shear, V 7392 lbs
Tributary width 12 ft
Total width 32 ft
5/8" 0 ROD a
Ftg: 1'-0" x V-6" w/ (1) #4 T & B Holdown Tension = 5670 lbs Symbol
----------------------------------------------------------------------------------------------------------------------------------------------------
Plate height 9.25 ft Total wall length 21.75 ft Wall shear 258 plf
2/3 dead load 186 plf Total SW lengths 10.75 ft Roof shear 127 plf
Min SW Length 4.75 ft Net shear 130 off
ne shear
2772 lbs
'Ct4'4Y 3S: Y , 2'Ykd���'24�5�:�•.1i
0
"4�75�'� 6 5 1i'T5 275G� 21p75�'�y21r7` - 21?75172175-.i2175t775'�°21�'75;�275
-1000•
wall open
wall
open wall .
open wall
open wall open
wall
open wall
open wall o
hs (ft)
4.75 11.00
6.00
0.00 0.00
0.00 0.00
0.00 0.00 0.00
0.00
0.00 0.00
0.00 0.00 0
at Rt ends of
)pen'g (lbs)
619 -782
0
0 0
0 0
0 0 0
0
0 .0
0 0
eight LION
9
9
9
9
9
9
`9
9
wall Type
1
1
1000 .. s n�7 x
'Ct4'4Y 3S: Y , 2'Ykd���'24�5�:�•.1i
0
"4�75�'� 6 5 1i'T5 275G� 21p75�'�y21r7` - 21?75172175-.i2175t775'�°21�'75;�275
-1000•
�.
.27z75�;"21
S. 7
Therefore use: 24-16d's at splice
Ftg: 1'-0" x 1'-6" w/ (1) #4 T & B
7/12
" 5/8" 0, ROD a
Holdown Tension = 2407 lbs Symbol
I
i •'
t
i
BUTTE COUNTY
BUILDING DIVISION
Title: DOVBUSH LOG CABIN Job # 2016-09434
lip
17 Dsgnr: P.K. ZACHER, S.E. Date: 4:40PM, 28 SEP 16
Description : RESIDENCE
Scope: STRUCTURAL ENGINEERING
Rev: 580000
user: KW0602844,Ver 5.8.0,, -Nov -2006 Horizontal Plywood Diaphragm Page 1
(c)1983-2006 ENERCALC Engineering Software Dovbush Log Cabin.emCalculations
Description ROOF
General Information
North-South Length 32.00 ft Diaphrgm Weight 0.00 psf
East-West Length 24.00 ft Seismic Factor 1.0000
Nort-South Chord
East-West Chord
Thickness
32.00 ft
24.00 ft
Diaphragm is Unblocked
Blocking Direction North-South
Boundary Loads Acting North & South
Value
Distance
# 1
269.00 #/ft
from
0.000 ft to
24.000 ft
# 2
#/ft
from
0.000ft to
0.000 ft
# 3
#/ft
from
0.000 ft to
0.000 ft
# 4
#/ft
from
0.000 ft to
0.000 ft
Boundary Loads Acting East & West
Thickness
Grade
Nail Size
Spacing
Value
Distance
# 1
210.00 #/ft from
0.000 ft
to
32.000 ft
in
#/ft
ft
# 2
#/ft from
0.000 ft
to
0.000 ft
2,3,12
200.0
0.00
# 3
#/ft from
0.000ft
to
0.000 ft
2.5,4,12
200.0
0.00
# 4
#/ft from
0.000 ft
to
0.000 ft
4,6,12
180.0
0.00
North & South Walls Design Data & Nailing Requirements
2x
1/2"
Grade C-D,C-C
8d
6,6,12
180.0
3rd zone
2x
1/2"
Grade C-D,C-C
Shear
Zone
180.0
Framing Thickness
Grade
3x
Nail Size
Spacing
Value
Distance
200.0
in
At East Wall
3x
1/2"
in
#/ft
ft
At North Wall
3x 1/2"
Grade C-D,C-C
8d
2,3,12
265.0
0.00
2nd zone
3x 1/2"
Grade C-D,C-C
North
8d
2.5,4,12
265.0
0.00
3rd zone
2x 1/2"
Grade C-D,C-C
3,360.0 lbs
8d
4,6,12
240.0
0.00
Center zone
2x 1/2"
GradeC-D,C-C
140.00 #/ft
8d
6,6,12
240.0
3rd zone
2x 1/2"
Grade C-D,C-C
8d
4,6,12
240.0
0.00
2nd zone
3x 1/2"
Grade C-D,C-C
451.5 lbs
8d
2.5,4,12
265.0
0.00
At South Wall
3x 1/2"
Grade C-D,C-C
605.3 lbs
8d
2,3,12
265.0
0.00
East & West Walls
Design Data & Nailing Requirements
456.3 lbs
844.5 lbs
Framing
Thickness
Grade
Nail Size
Spacing
Value
Distance
in
in
#/ft
ft
At West Wall
3x
1/2"
Grade C-D,C-C
8d
2,3,12
200.0
0.00
2nd zone
3x
1/2"
Grade C-D,C-C
8d
2.5,4,12
200.0
0.00
3rd zone
2x
1/2"
Grade C-D,C-C
8d
4,6,12
180.0
0.00
Center zone
2x
1/2"
Grade C-D,C-C
8d
6,6,12
180.0
3rd zone
2x
1/2"
Grade C-D,C-C
8d
4,6,12
180.0
0.00
2nd zone
3x
1/2"
Grade C-D,C-C
8d
2.5,4,12
200.0
0.00
At East Wall
3x
1/2"
Grade C-D,C-C
8d
2,3,12
200.0
0.00
Shear & Chord Forces
Diaphragm Shears...
North
South
West
East
Total Shear
3,360.0 lbs
3,360.0 lbs
3,228.0 lbs
3,228.0 lbs
Shear per Foot
140.00 #/ft
140.00 #/ft
100.88 #/ft
100.88 #/ft
Chord Forces...
@ 1/4' Length
451.5 lbs
835.5 lbs
@ 1/2' Length
605.3 lbs
1,120.0 lbs
@ 3/4' Length
456.3 lbs
844.5 lbs
Length / Width Ratio
1.333
BUTTE COUNTY
BUILDING DIVISION
APPROVED
8/12
Title: DOVBUSH LOG CABIN Job # 2016-09434
Dsgnr: P.K. ZACHER, S.E. Date: 4:40PM, 28 SEP 16
Description : RESIDENCE
Scope: STRUCTURAL ENGINEERING
Rev:580004
User: KW -0602844, Ver 5.8.0, 1 -Nov -2006 Plywood Shear Wall & Footing Page 1
(c)1983-2006 ENERCALC Engineering Software Dovbush Log Cabin.ecw:Calculations
Description FIRST FLOOR: GRIDLINE 1 (for uplift calculation only)
General Information Base allowables are user defined I
# Plywood Layers
1
Wall Length
3.500 ft tna Host uimension
3.50 to
Plywood Grade
Grade C -D
Wall Height
10.250 ft Seismic Factor
0.000
Nail Size
8d
Wall Weight
0.000 psf Nominal Sill Thick.
2.00
Thickness
3/8"
Ht / Length
2.929
0.00 lbs
Stud Spacing
16.00 in
Strut Force Applied @ Top of Wall
Loads
Moment Applied @ Top of Wall
0.00 ft-#
Vertical Loads...
Footing
Overburden Load over Footing
100.00 psf
Point Load # 1
0.00 lbs
at 0.00 ft
Concrete Weight
145.00 pcf
Point Load # 2
0.00 lbs
at 0.00 ft
3.00 in
Past Right Edge of Wall
Point Load # 3
0.00 lbs
at 0.00 ft
Footing Length
17.500 ft
Uniform Load # 1 100.00 #/ft
0.00 ft to 3.50 ft
Uniform Load # 2 0.00 #/ft
0.00 ft to 0.00 ft
Lateral Loads...
Uniform Shear @ Top of Wall
389.00 #/ft
3.500 ft =
1,361.50 lbs
Uniform Shear @ Top of Wall
0.00 #/ft
3.500 ft =
0.00 lbs
Strut Force Applied @ Top of Wall
0.00 lbs
Strut Force Applied @ Top of Wall
0.00 lbs
Moment Applied @ Top of Wall
0.00 ft-#
Footing
Past Left Edge of Wall
7.000 ft
Concrete Weight
145.00 pcf
Wall Length
3.500 ft
Rebar Cover
3.00 in
Past Right Edge of Wall
7.000 ft
fc
2,500.00 psi
Footing Length
17.500 ft
Fy
40,000.00 psi
Footing Width
1.00 ft
Min. Steel As %
0.00000
Footing Thickness
18.00 in
Design OK
Wall Summary...
Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 3 in @ Edges, 8d at 12 in @ Field
Applied Shear = 389.0#/ft, Capacity = 490.000#/ft -> OK
Wall Overturning = 13,955.4ft-#, Resisting Moment = 612.5ft-#, End Uplift = 3,812.25lbs
Max. Soil Pressures: @ Left = 650.9psf, @ Right = 650.9psf
Sill Bolting: 1/2" Bolts @ 26.05in, 5/8" Bolts @ 40.62in, 3/4" Bolts @ 48.00in
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
9/12
Title: DOVBUSH LOG CABIN Job # 2016-09434
Dsgnr: P.K. ZACHER, S.E. Date: 4:40PM, 28 SEP 16
Description : RESIDENCE
Scope : STRUCTURAL ENGINEERING
Rev: 580004
User: KW -0602844, Ver 5.8.0, 1 -Nov -2006 Plywood Shear Wall & Footing Page 1
(c)1983-2006 ENERCALC Engineering Software Dovbush Log Cabin.ecw:Calculations
Description FIRST FLOOR: GRIDLINE 2 (for uplift calculation only)
General Information Base allowables are user defined I
# Plywood Layers
1
Wall Length
10.000 ft tna cost uimension
3.50 to
Plywood Grade
Grade C -D
Wall Height
10.250 ft Seismic Factor
0.000
Nail Size
8d
Wall Weight
0.000 psf Nominal Sill Thick.
2.00
Thickness
3/8"
Ht / Length
1.025
0.00 lbs
Stud Spacing
16.00 in
Strut Force Applied @ Top of Wall
Loads
Moment Applied @ Top of Wall
0.00 ft-#
Vertical Loads...
Footing
Overburden Load over Footing
100.00 psf
Point Load # 1
0.00 lbs
at 0.00 ft
Concrete Weight
145.00 pcf
Point Load # 2
0.00 lbs
at 0.00 ft
3.00 in
Past Right Edge of Wall
Point Load # 3
0.00 lbs
at 0.00 ft
Footing Length
24.000 ft
Uniform Load # 1 100.00 #/ft
0.00 ft to 10.00 ft
Uniform Load # 2 0.00 #/ft
0.00 ft to 0.00 ft .
Lateral Loads...
Uniform Shear @ Top of Wall
185.00 #/ft
10.000 ft =
1,850.00 lbs
Uniform Shear @ Top of Wall
0.00 #/ft
10.000 ft =
0.00 lbs
Strut Force Applied @ Top of Wall
0.00 Itis
Strut Force Applied @ Top of Wall
0.00 lbs
Moment Applied @ Top of Wall
0.00 ft-#
Footing
Past Left Edge of Wall
7.000 ft
Concrete Weight
145.00 pcf
Wall Length
10.000 ft
Rebar Cover
3.00 in
Past Right Edge of Wall
7.000 ft
fc
2,500.00 psi
Footing Length
24.000 ft
Fy
40,000.00 psi
Footing Width
1.00 ft
Min. Steel As %
0.00000
Footing Thickness
18.00 in
Design OK
Wall Summary...
Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field
Applied Shear = 185.0#/ft, Capacity = 260.000#/ft -> OK
Wall Overturning = 18,962.5ft-#, Resisting Moment = 5,000.Oft-#, End Uplift = 1,396.25lbs
Max. Soil Pressures: @ Left = 585.6psf, @ Right = 585.6psf
Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
10/12
Title: DOVBUSH LOG CABIN Job # 2016-09434
i Dsgnr: P.K. ZACHER, S.E. Date: 4:40PM, 28 SEP 16
Description : RESIDENCE
Scope : STRUCTURAL ENGINEERING
Rev: 580004
User. KW -0602844, Ver 5.8.0,1 -Nov -2006 Plywood Shear Wall & Footing Page 1
(c)1983-2006 ENERCALC Engineering Software Dovbush Log Cabin.ecw:Calculations
Description FIRST FLOOR: GRIDLINE A (for uplift calculation only).
General Information Base allowables are user defined M
# Plywood Layers
1
Wall Length
3.250 It End Post Dimension
3.50 in
Plywood Grade
Grade C -D
Wall Height
10.250 ft Seismic Factor
0.000
Nail Size
8d
Wall Weight
0.000 psf Nominal Sill Thick.
2.00
Thickness
3/8"
Ht/Length
3.154
0.00 lbs
Stud Spacing
16.00 in
Strut Force Applied @ Top of Wall
Loads
Moment Applied @ Top of Wall
0.00 ft-#
Vertical Loads...
Footing
Overburden Load over Footing
100.00 psf
Point Load # 1
0.00 lbs
at 0.00 ft
Concrete Weight
145.00 pcf
Point Load # 2
0.00 lbs
at 0.00 ft
3.00 in
Past Right Edge of Wall
Point Load # 3
0.00 lbs
at 0.00 It
Footing Length
15.250 ft
Uniform Load # 1 100.00 #/ft
0.00 It to 3.25 It
Uniform Load # 2 0.00 #/ft
0.00 It to 0.00 It
Lateral Loads...
Uniform Shear @ Top of Wall
569.00 #/ft
3.250 ft =
1,849.25 lbs
Uniform Shear @ Top of Wall
0.00 #/ft
3.250 ft =
0.00 lbs
Strut Force Applied @ Top of Wall
0.00 lbs
Strut Force Applied @ Top of Wall
0.00 lbs
Moment Applied @ Top of Wall
0.00 ft-#
Footing
Past Left Edge of Wall
6.000 ft
Concrete Weight
145.00 pcf
Wall Length
3.250 ft
Rebar Cover
3.00 in
Past Right Edge of Wall
6.000 ft
fc
2,500.00 psi
Footing Length
15.250 ft
Fy
40,000.00 psi
Footing Width
1.00 ft
Min. Steel As %
0.00000
Footing Thickness
18.00 in
Design OK
Wall Summary...
Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 2 in @ Edges, 8d at 12 in @ Field
Applied Shear = 569.0#/ft, Capacity = 640.000#/ft -> OK
Wall Overturning = 18,954.8ft-#, Resisting Moment = 528.1ft-#, End Uplift = 5,669.75lbs
Max. Soil Pressures: @ Left = 1,007.3psf, @ Right = 1,007.3psf
Sill Bolting: 1/2" Bolts @ 17.81 in, 5/8" Bolts @ 27.77in, 3/4" Bolts @ 39.27in
BUTTE COUNTY
BUILDING DIVISION
APPROVED
11/12
Title: DOVBUSH LOG CABIN Job # 2016-09434
Dsgnr: P.K. ZACHER, S.E. Date: 4:40PM, 28 SEP 16
Description : RESIDENCE
PZH Scope: STRUCTURAL ENGINEERING
Rev: 560004
user: KW-0602844, Ver 5.8.0, 1-Nov-2006 Plywood Shear Wall & Footing Page 1
(c)1983-2006 ENERCALC Engineering Software Dovbush Log Cabin.emCalculations
Description FIRST FLOOR: GRIDLINE B (for uplift calculation only)
General Information Base allowables are user defined N
# Plywood Layers
1
Wall Length
4.750 ft trio cost ulmenslon
3.50 In
Plywood Grade
Grade C -D
Wall Height
10.250 ft Seismic Factor
0.000
Nail Size
8d
Wall Weight
0.000 psf Nominal Sill Thick.
2.00
Thickness
3/8"
Ht /Length
2.158
0.00 lbs
Stud Spacing
16.00 in
Strut Force Applied @ Top of Wall
Loads
Moment Applied @ Top of Wall
0.00 ft-#
Vertical Loads...
Footing
Overburden Load over Footing
100.00 psf
Point Load # 1
0.00 lbs
at 0.00 ft
Concrete Weight
145.00 pcf
Point Load # 2
0.00 Ibs
at 0.00 ft
3.00 in
Past Right Edge of Wall
Point Load # 3
0.00 lbs
at 0.00 ft
Footing Length
16.750 ft
Uniform Load # 1 100.00 #/ft
0.00 ft to 4.75 ft
Uniform Load # 2 0.00 #/ft
0.00 ft to 0.00 ft
Lateral Loads...
Uniform Shear @ Top of Wall
258.00 #/ft
4.750 ft =
1,225.50 lbs
Uniform Shear @ Top of Wall
0.00 #/ft
4.750 ft =
0.00 lbs
Strut Force Applied @ Top of Wall
0.00 lbs
Strut Force Applied @ Top of Wall
0.00 lbs
Moment Applied @ Top of Wall
0.00 ft-#
Footing
Past Left Edge of Wall
6.000 ft
Concrete Weight
145.00 pcf
Wall Length
4.750 It
Rebar Cover
3.00 in
Past Right Edge of Wall
6.000 ft
fc
2,500.00 psi
Footing Length
16.750 ft
Fy
40,000.00 psi
Footing Width
1.00 ft
Min. Steel As %
0.00000
Footing Thickness
18.00 in
Design OK
Wall Summary...
Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field
Applied Shear = 258.0#/ft, Capacity = 260.000#/ft -> OK
Wall Overturning = 12,561.4ft-#, Resisting Moment = 1,128.1ft-#, End Uplift = 2,407.00lbs
Max. Soil Pressures: @ Left = 653.8psf, @ Right = 653.8psf
Sill Bolting: 1/2" Bolts @ 39.28in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in
BUTTE COUNTY
BUILDING DIVISION
APPROVED
12/12
t
CERTIFICATE OF COMPLIANCE RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: 227 Culet Ranch Rd: (Oroville) Calculation Date/Time: 17:18, Mon, Oct 24, •2016
!fir e1r!1ri + %_Ivet<. - -_. -
Calculation Description: Title 24 -Analysis Input File Name: T-24 227 Culet Ranch Rd.ribd
RECEIVEDF1R-PRF-01
Page 1 of 7
OCT 3 1 20;6
GENERAL INFORMATION
hS
01
Project Name 227 Culet Ranch Rd. (Oroville)
02
03
This building incorporates features that require field testing and/or verification by a certified HERS rate, under the supervision of a CEC-approved HERS provider.
- .�... ..1 a 1 r.e �. y.+....., f a _ t it •t ... .+/ .. ,. o . r s... .. r.
This building incorporates ones bre Special Features'shown_below
02
Calculation Description Title 24 Analysis
08
Energy Use (kTDV/ftZ-yr)
03
Project Location 227 Culet Ranch Rd.
Compliance Margin - -
Percent Improvement
04
City Oroville, CA
05
Standards Version Compliance 2015
06
Zip Code 95965
07
Compliance Manager Version BEMCmpMgr 2013-4 (744)
08
Climate Zone CZ11
09
Software Version CBECC-Res 2013-4 (744)
10
Building Type Single Family
11
Front Orientation (deg/Cardinal) 0
12
Project Scope Newly Constructed
13
Number of Dwelling Units 1 i
14
Total Cond. Floor Area (ft) 768
15
Number of Zones 1 BUTTE
16
Slab Area (ft) 0
17
Number of Stories 2 COUNTY
18
Addition Cond. Floor Area N/A
19
Natural Gas Available No OCI 28 2m
20
Addition Slab Area (ftZ) N/A
21
Glazing Percentage (%) 14.3%
COMPLIANCE RESULTSSLIMCES
01
Building Complies with Computer, Performance It �"""" Si 1tt tL41101-
02
03
This building incorporates features that require field testing and/or verification by a certified HERS rate, under the supervision of a CEC-approved HERS provider.
- .�... ..1 a 1 r.e �. y.+....., f a _ t it •t ... .+/ .. ,. o . r s... .. r.
This building incorporates ones bre Special Features'shown_below
06
07
08
PERMIT # (Q . / J
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
COE C,
Registration Number: 216-No1705108-000000000-0000 %/d(� !/ e it oQ Ti.�g�o-za 17:24:24
+ �fr+mnliance IIZ04072016-/744
CA Building Energy Efficiency Standards - 2013 R�[T Report Version - �fj
REVIEWED
FOR CODE COMPLIANCE
N�jLnL n 8 �%016
•F7�� PiovideP CaICERTS inc.
Report Generated at: 2016-10-24 17:18:58
TRB AND ASSACIA)4ES
41
ENERGY USE SUMMARY
1
04
05
06
07
08
Energy Use (kTDV/ftZ-yr)
Standard Design
Proposed Design `
Compliance Margin - -
Percent Improvement
Space Heating
55.80
41.01
14.79
26.5%
Space Cooling
56.60
59.08
-2.48
-4.4%
IAQ Ventilation
1.37
1.37
0.00
0.0%
Water Heating
70.35
70.35
0.00
0.0%—
Photovoltaic Offset
----
0.00
0.00
----
Compliance Energy Total
184.12
171.81
12.31
6.7%
PERMIT # (Q . / J
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
COE C,
Registration Number: 216-No1705108-000000000-0000 %/d(� !/ e it oQ Ti.�g�o-za 17:24:24
+ �fr+mnliance IIZ04072016-/744
CA Building Energy Efficiency Standards - 2013 R�[T Report Version - �fj
REVIEWED
FOR CODE COMPLIANCE
N�jLnL n 8 �%016
•F7�� PiovideP CaICERTS inc.
Report Generated at: 2016-10-24 17:18:58
TRB AND ASSACIA)4ES
41
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD BUTTE COUNTY
Project Name: 227 Culet Ranch Rd. (Oroville) Calculation Date/Time: 17:18, Mon, Oct 24, 20BUILDING DIVISION
C`nIenlatinn rlaccrintinn• Titles 9A Analvcie Input Fila Name- T19d 997 Cnlpt Ranch PH rihri A nnA - __
CF1 R -PRF -01
Page 2 of 7
HERS FEATURE SUMMARY
The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is
provided in the building components tables below.
Building -level Verifications:
• IAQ mechanical ventilation
• High R -value Spray Foam Insulation
Cooling System Verifications:
• Minimum Airflow
• Refrigerant Charge
HVAC Distribution System Verifications:
• Duct Sealing
Domestic Hot Water System Verifications:
• --None --
ENERGY DESIGN RATING
This is the sum of the annual TDV energy consumption for,energy use"components included in,the'performancecom`plia'nce approach for the Standard Design Building (Energy Budget) and the annual
TDV energy consumption for lighting and components not r{egulatedtby Title Part6:(such as ;domestic es and consum} er elecfioncs)�`and accounting for the annual TDV energy offset by an
on-site renewable energy system.
IL
Referenpe Energy Use Energy Design Rating Margin Percent Improvement
Total Energy (kTDV/f2-yr)* 1278.72-- 266.41 12.31 4.4%
* includes calculated Appliances and Miscellaneous Energy Use (AMEU)
BUILDING - FEATURES INFORMATION
01
02
03
04
05
06
07
Project Name
Conditioned Floor Area (ft2)
Number of Dwelling
Units
Number of Bedrooms
Number of Zones
Number of Ventilation
Cooling Systems
Number of Water
Heating Systems
227 Culet Ranch Rd. (Oroville)
768
1
1
1
0
1
ZONE INFORMATION
01
02
03
04
05
06
07
Zone Floor Area
Avg. Ceiling
Zone Name _
Zone Type
HVAC System Name
(ft)
Height
Water Heating System 1
Water Heating System 2
Main Level 1 �;
"`"' Conditioned
HVAC System 1
768•
_ -8.5
Water Heater
•_ J�VS �� � F�ii',
Registration Number: 216-NO17051OB-000000000-0000
y CA Building Energy Efficiency Standards - 2013 Residential Compliance
Jl
P
„
Registration Date/Time: -'t � 2016-10-24 17:24:24 HERS Provider: CaICERTS inc.
Report Version - CF1R-04072016-744 Report Generated at: 2016-10-24 17:18:58
V
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: 227 Culet Ranch Rd. (Oroville) Calculation Date/Time: 17:18, Mon, Oct 24, 2016
Calculation Description: Title 24 Analysis i.
Input File Name: T-24 227 Culet Ranch Rd.ribd
BUTTE COUNTY
BUILDING DIV66fl-e 3PRF-01
of 7
APPROVELY
OPAQUE SURFACES
01
02
03
04
01
02
03
04
05
06
07
08
Name
Zone
Construction
Azimuth
Orientation
Gross Area (ft2)
Window & Door Area (ft2)
Tilt (deg)
Front Wall
Main Level
Log Wall
0
Front
272
48
90
Left Wall
Main Level
Log Wall
90
Left
204
18
90
Rear Wall
Main Level
Log Wall
180
Back
440
32
90
Right Wall
Main Level
Log Wall
270
Right
224
52
90
Ceiling (below attic) 1
Main Level
Attic w/ spray foam
9.0
0.32
768
Insect Screen (default)
Mud Room
Floor Over Crawlspace
Main Level
FlrVentOvrCrawl 2x6 16oc R19
3.0
3.0
768
9.0
0.32
ATTIC
01 02 03 04 05 06 07 08
Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof
Attic Asphalt Shingle Roof Ventilated 4 0.1 0.85 Yes No
WINDOWS
01
02
03
04
Name
01
02
r.
��- 03 � { ��_.
( i �I�E U4
05 J,
1 i O6; r
,. 07
08
09
10
Name
Type
Surface (Orientation-Anmuth)
Width (ft)
Height
Multipli
er
Area
(ft2)
U -factor
SHGC
Exterior Shading
Kitchen
Window
Front Wall (Front -0)
4.0
3.0
1
12.0
0.32
0.25
Insect Screen (default)
Dining
Window
Front Wall (Front -0)
4.0
4.0
1
16.0
0.32
0.25
Insect Screen (default)
Bath
Window
Left Wall (Left -90)
3.0
3.0
1
9.0
0.32
0.25
Insect Screen (default)
Mud Room
Window
Left Wall (Left -90)
3.0
3.0
1
9.0
0.32
0.25
Insect Screen (default)
Living Rm
Window
Rear Wall (Back -180)
4.0
4.0
1
16.0
0.32
0.25
Insect Screen (default)
Bedroom
Window
Rear Wall (Back -180)
4.0
4.0
1
16.0
0.32
0.25
Insect Screen (default)
Living R
Window
Right Wall (Right -270)
4.0
4.0
1
16.0
0.32
0.25
Insect Screen (default)
Dining
Window
Right Wall (Right -270)
4.0
4.0
1
16.0
1 0.32
0.25
Insect Screen (default)
DOORS
01
02
03
04
Name
Side of Building
Area (ft)
U -factor
Entry Door
Front Wall
20.0
0.50
Living Rm Door
Right Wall
20.0
0.50
Registration Number: 216-NO17051OB-000000000-0000 Registration Date/Time: 2016-10-24 17:24:24 HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-10-24 17:18:58
BUTTE COUNTY
CERTIFICATE:OF.COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: 227 Culet Ranch Rd. (Oroville) Calculation Date/Time: 17:18, Mon, Oct 24,94DING DIVISION
Calculation Description: Title 24 Analysis Input File Name: T-24 227 Culet Ranch R&APPROVED
CF1 R -PRF -01
Page 4 of 7
OVERHANGS AND FINS
01
02
03,` _
!r�^""s ..04
t
05 t ,..•
., 06
07
r !
�
)Total Cavity t'
',r
01
02
03
04
05
06
07
08
09
10
11
12 13
14
-1 D
tL
Inside Finish: Gypsum Board
Overhang
Left Fin
Sheathing /Insulation: Wood
Right Fin
Window
Depth
Dist Up
Left
Extent
Right
Extent
Flap Ht.
Depth
Top Up
Distl-
Bot Up
Depth
Top Up Dist R
Bot Up
Kitchen
11
1
10
10
1
0
0
0
0
0
0 0
0
Dining
2
1
10
10
1
0
0
0
0
0
0 0
0
Bath
2
0
0
0
0
0
0
0
0
0
0 0
0
Mud Room
2
0
0
0
0
0
0
0
0
0
0 0
0
Living Rm
2
0
0
0
0
0
0
0
0
0
0 0
0
Bedroom
2
0
0
0
0
0
0
0
0
0
0 0
0
Living R
7
1
15
12
1
0
00
0
0
0 0
0
Dining
7
1
12
12
1
0
0
0
0
0
0 0
0
OPAQUE SURFACE CONSTRUCTIONS
01
02
03,` _
!r�^""s ..04
t
05 t ,..•
., 06
07
r !
�
)Total Cavity t'
',r
;Winter Design
Construction Name
Surface Type <
�Construction_Type
1Framing �
R -value
U value
Assembly Layers
S P
-1 D
tL
Inside Finish: Gypsum Board
Sheathing /Insulation: Wood
Siding/sheathing/decking
• Cavity / Frame: no insul. / 2x4
• Sheathing/ Insulation: R13 Sheathing
• Exterior Finish: Wood
Existing exterior wall
Exterior Walls
Wood Framed Wall
2x4 @ 16 in. O.C.
none
0.058
Siding/sheathing/decking
• Cavity/ Frame: no insul. / 2x4 Top Chrd
2x4 Top Chord of Roof Truss @ 24
Roof Deck: Wood Siding/sheathing/decking
Asphalt Shingle Roof
Attic Roofs
Wood Framed Ceiling
in. O.C.
none
0.644
Roofing., Light Roof (Asphalt Shingle)
• Floor Surface: Hardwood
Floors Over
Floor Deck: Wood Siding/sheathing/decking
FlrVentOvrCrawl 2x6 16oc R19
Crawlspace
Wood Framed Floor
2x10 @ 16 in. O.C.
R19
0.049
Cavity/Frame: R -19/2x10
• Inside Finish: Gypsum Board
Ceilings (below
Cavity/Frame: R -18.8/2x8
Attic w/ spray foam
attic)
Wood Framed Ceiling
2x8 @ 24 in. O.C.
R 38
0.026
Over Floor Joists: R-19.1 insul.
• Insulation/Furring: no insul. / 5 in. wd
• Mass Layer: 12 in. Log
• Insulation/Furring: no insul. / 5 in. wd
• Exterior Finish: Wood
Log Wall
Exterior Walls
Adobe / Strawbale / Log
0.054
Siding/sheathing/decking
Registration Number: 216-NO17051OB-000000000-0000 Registration Date/Time: 2016-10-24 17:24:24 HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-10-24 17:18:58
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: 227 Culet Ranch Rd, (Oroville) , Calculation Date/Time: 17:18, Mon, Oct 24, 2016
Calculation Description:,Title 24 Analysis Input File Name: T-24 227 Culet Ranch Rd.ribd
BUTTE COUNWF1R-PRF-01
BUILDING DIVISIOI*age 5 of 7
APPROVE®
BUILDING ENVELOPE - HERS VERIFICATION
01 02 03 04
Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50
Not Required Required Not Required ---
WATER HEATING SYSTEMS
01 02 03 04 05 06
Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%)
Water Heater - 1/1 DHW Standard 40Gal WH, 0.7 - 90% 1 - none -
WATER HEATERS
01
02
03
04
05
06
07
08
Name
Heater Element Type
Tank Type
Tank Volume
(gal)
Energy Factor or
Efficiency
Input Rating
Tank Exterior
Insulation
R -value
Standby Loss
(Fraction)
40Ga1 WH, 0.7 - 90%
Propanes
Small Storage" ""
40��_.i
( 0.640000-Btu/hr
0
0
WATER HEATING - HERS VERIFICATION ``,� I= It. c r> ll:� 1-1% % ! il i r_% J= n
01
02
" 03
04
05
06
07
Name
Pipe Insulation
Parallel Piping
Compact Distribution
Point -of Use
Recirculation
Control
Central DHW
Distribution
Water Heater - 1/1
---
---
---
---
---
SPACE CONDITIONING SYSTEMS
01
02 03
04
05
06
SC Sys Name
System Type Heating Unit Name
Cooling Unit Name
Fan Name
Distribution Name
Cooling System 1:Heating System 1:Distribution
Variable Outdoor Air
Ventilation Central Heat/Cool Heating System 1
Cooling System 1
None
Distribution System 1
System 1::3
System
HVAC - HEATING UNIT TYPES
01 02 03
Name Type Efficiency
Heating System 1 CntrlFurnace - Fuel -fired central furnace 93 AFUE
Registration Number: 216-NO17051OB-000000000-0000 Registration Date/Time: 2016-10-24 17:24:24 HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-04072016-744 Report Generated at: 2016-10-24 17:18:58
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: 227. Culet Ranch Rd. (Oroville) Calculation Date/Time: 17:18, Mon, Oct OLRVE COUNTY
Calculation Description: Title 24 Analysis Input File Name: T-24 227 Culet Rancl�„I>�INC1 DIVISION
APPRnVPD
CF1 R -PRF -01
Page 6 of 7
HVAC - COOLING UNIT TYPES
01
02
03 04
05
06
07
Name
Verified Airflow
Efficiency
Verified EER
Multi -speed
Verified Refrigerant
Charge
Name
System Type
EER SEER
Zonally Controlled
Compressor
HERS Verification
Cooling System 1
SplitAirCond
11.3
13
Not Zonal
Single Speed
Cooling System
1 -hers -cool
HVAC COOLING - HERS VERIFICATION
01
02
03
04
05
06
Name
Verified Airflow
Airflow Target
Verified EER
Verified SEER
Verified Refrigerant
Charge
Cooling System 1 -hers -cool
Required
350
Not Required
Not Required
Required
HVAC - DISTRIBUTION SYSTEMS
01
02
03
04
01
02
03
04
05
06 07
Name
Type
Y-.
Duct Leakage
Insulation R -value
Duct Location
Bypass Duct HERS Verification
Distribution System 1
x
DuctsAttict.y
_
If
'Sealed and tested _
) ; , r
1� 8
f
} iAttic/'"
Distribution System
None 1 -hers -dist
HVAC DISTRIBUTION - HERS VERIFICATION `'�� H F R11; P R 0 V I R
01
02
03
04
05
06
07
08
Name
Duct Leakage
Verification
Duct Leakage
Target (%)
Verified Duct
Location
Verified Duct
Design
Buried
Ducts
Deeply Buried
Ducts
Low -leakage
Air Handler
Distribution System 1 -hers -dist
Required
6.0
Not Required
Not Required
Not Required
Not Required
---
IAQ (Indoor Air Quality) FANS
01
02
03
04
05
06
Dwelling Unit
IAQ CFM
IAQ Watts/CFM
IAQ Fan Type
IAQ Recovery
Effectiveness(%)
HERS Verification
SFam IAQVentRpt
22.68
0.25
Default
0
Required
Registration Number: 216-NO17051OB-000000000-0000 Registration Date/Time: 2016-10-24 17:24:24 HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-10-24 17:18:58
' - - UTTE COUNTY
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD BF1 R -PRF -01
Project Name: 227 Culet Ranch Rd. (Oroville) , Calculation Date/Time: 17:18, Mon, Oct 24, 2016 BUILDING DIVIS1O Page 7 of 7
Calculation Description: Title 24 Analysis Input File Name: T-24 227 Culet Ranch Rd.ribd APPROVED
DOCUMENTATION AUTHOR'S DECLARATION STATEMENT
1. 1 certify that this Certificate of Compliance documentation is accurate and complete.
Documentation Author Name:
Documentation Author Signature:
Nataliya Tretyak
Company:
Signature Date:
M&N Designing
2016-10-24 17:24:24
Address:
CEA/HERS Certification Identification (If applicable):
3654 Goldsboro Ct
N/A
City/State/Zip:
Phone:
Sacramento, CA 95827
916-366-9731
RESPONSIBLE PERSON'S DECLARATION STATEMENT
I certify the following under penalty of perjury, under the laws of the State of California:
1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance.
2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of
Regulations.
3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents,
worksheets, calculations, plans and specifications submitted to the enforcement agency, for approval with this building permit application.
y _... . , ..__
Responsible Designer Name:Responsible
L
I ' L
I
DesignerSighaturte:
Nataliya Tretyak
Company:
Date Signed:
2016 1`0
M&N Designing
24 17:24:24
Address:
License:
3654 Goldsboro Ct
N/A
City/State/Zip:
Phone:
Sacramento, CA 95827
916-366-9731
Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration
Provider responsibility for the accuracy of the information.
Registration Number: 216-NO17051OB-000000000-0000 Registration Date/Time: 2016-10-24 17:24:24
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744
HERS Provider: CaICERTS inc.
Report Generated at: 2016-10-24 17:18:58
August 30, 2016
Mike Tretyak
3654 Goldsboro Court
Sacramento, CA 95627
TEL: (916) 804-9380
FAX: (91) 366-9731
Attn.: Mike Tretyak
Re: Job 2016-09434: Dovbush Log Cabin
f=ZSE:
Inc
STRUCTURAL ENGINEERS
RECEIVED
SEP 0 6- 20153
TRB AND ASSOCIATES
The following calculations are for the Structural Engineering Design for the project
located at 227 Culet Ranch Road, Oroville, CA 95966. f
If you have any questions on the above, do not hesitate to ca
Prepared By:
PZSE, Inc. - Structural Engineers
Roseville, CA
BUTTE
COUNTY
SEP 01 2016
DEVELOPMENT
SERVICES
B/6- )9a6
REVIEWED
FOR CODE COMPLIANCE
PERMIT # ��i0 i�L NOV 0 8 2016
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR TRB AND ASSOCIATES
�
CODE COMPLIANCE � ,
DATE//-.. .9V&-- -----BY/22
8150. Sierra College Boulevard, Suite 150 Roseville, CA 95664. 916.961.3960 P • 916.961.3965 = www.pzse.com
t_
BUTTE COUNTY
PROJECT NAME:
BUILDING DIVISION
PROJECT JOB NUMBER:
APPROVE®
PROJECT ARCHITECT:
BUILDING CODE:
TYPE OF CONSTRUCTION:
Roof: Composition over
wood
LOADING:
Roof: Pg = N/A
Dead Load:
Deflection Requirements:
Roof:
Dr=
Floor:
Df=
Partion:
Df=
Balcony:
Db =
Deck:
Dd =
Wall:
DW =
Dovbush Log Cabin
2016-09434
Mike Tretyak.
2013 CALIFORNIA BUILDING CODE
Floor: Wood joists Walls: Wood
22 psf
15 psf
N/A
15 psf
15 psf
30 psf
Live Load:
BUTTE COUNTY
BUILDING DIVISION
Roof: Lr= 20 psf
APPROVE®
Floor: Lf= 40 psf
Light Storage LSt = N/A
Deck: Ld = 40 psf
Snow Load:
Roof: Pg = N/A
Deflection Requirements:
Roof: Live Load= L/240
Total Load= L/180
Floor: Live Load= L/360
Total Load= L/240
FOUNDATION:
Allowable soil bearing pressure:
Dead load + Live load= 1500 psf
2/34
tPZSE,INC- STRUCTURALENGINEERS
I
i
"
UNIFORM LOAD
UNIFORM LOAD
WALL
POINT LOAD 1
POINT LOAD 2
Length
Contr
uniform
uniform
length
Contr
uniform
uniform
length
uniform
Contr
point
point
dist from
Contr
point
point
I
dist from
I
8M
ft
width (ft)
DL
LL
from -to
width (ft)
DL
U.
from -to
DL
area (s
DL
U.
Lt
area sf)
DL
U.
It
rafter
10/1.5'
2 40 40
0 0
0 0
0 0
deck Joist
10'
1.33 20 53
0 0
0 0
0 0
dbi deck Joist
10'
3.5 53 140
0 0
0 0
0 0
deck rim Joist
8'
5 75 200
1
17'
4 88 80
0 0
0 0
0 0
2
17'
4. 88 80
0 0
0 0
0 0
3
4/11'
3.75 83 75
0 0
0 0
0 0
4
11'
6.5 143 130
0 0
0" 0
0 0
5
13'
4 88 80 D -3/1D-13'
2.5 55 50' 3-10'
83R 510 413 6.75'
84R 918 715 3'/10'
6
8/8/4'
6.5 143 130
0 0
0 0
0 0
7
17'
4 60 160
0 0
0 0
0 0
8
1 17/4'
1 4 60 160
0 0
1
1 0 0
1 0 0
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
f
3/34
B
I.
�I F O R T E ` MEMBER REPORT Level, Floor: Joist PASSED
1 1 pieces) 9 1/2" T3I@ 110 @ 16" OC
0
Overall Length: 11'7*
�t,
;T i.
Ir y(�.itta +kit � • •. it 6 e11�"fi� L ,-�ctga4.� .r � `�"�C _ `} �.'�� !�
,. 11'
0 9
All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.
BUTTE COUNTY
BUILDING DIVISION
° APPROVE®
Desi 11.ResUliSr,•.r...,.�-..yAdtial�t,okatJon
n
r wocarfon
Ailotwed.:
Residt� LDF:load
Ctierl�natioit(PatOern)
Member Reaction (lbs)
425 @ 2 1/2"
1375 (3.50")
Passed (31%) 1.00
1.0 D + 1.0 L (All Spans)
Shear (lbs)
403 @ 3 1/2"
1220
Passed (33%) 1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft -lbs)
1143 @ 5'9 1/2"
2500
Passed (46%) 1.00
1.0 D + 1.0 L (All Spans)
Live Load Dell. (in)
0.111 @ 5' 9 1/2"
0.279
Passed (L/999+) --
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.153 @ 5'9 1/2"
0.558
Passed (L/875) —
1.0 D + 1.0 L (All Spans)
T3 -Pro'" Rating
53
50
Passed
—
uenecuon m[ena: LL tU4tlu) and 1 L (U140).
Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 9/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge- Panel (24" Span Rating) that Is glued and nailed down.
Additional considerations for the T3 -Pro'" Rating include: 1/2" Gypsum ceiling.
irK�; b J k4' B�Anglenplfl h *Tr + rCoadstoSupports(lbs).v a, " +
# c � akSv r#s9sfx ,Ss"tcn -'3r laza sSua' F itis ,+ t t
:� }}
p a .._a l dTii�ta !4a RequlrBd ?}d x �111ve 1 T .i 3 Aooassortes ^
1- Beam - DF 3.50" 3.50• 1.75" 116 309 425 Blacking
2 - Beam - DF 3.50" 3.50" 1.75" 116 309 425 Blocking
• mooring Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
�oacls
n
r wocarfon
F} h we
,spaar!cso).
SO; DBadc«
(s oo)x
cdniriteMsy�
1 - Uniform (PSF)
0 to 11'7"
16"
15.0
40.0
Residential - Living
Areas
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to
assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in
accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx.
The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator
Forte Software Ope7afoi
Job Notes -- —
PAULZACHER
PLSE, INC. STRUCI'URAL ENGINEERS
(916)961-3960
PAUL @PZSE.COIo-t
5/34
System : Floor
Member Type : )Dist
Building Use : Residential
Building Code : IBC
Design Methodology : ASD
T SUSTAINABLE FORESTRY INITIATIVE
7/12/2016 9:10:40 AM
Forte v5.0, Design Engine: V6.4.0.40
Forte.4te
Page 1 of 1
_ s
Inc
STRUCTURAL ENGINEERS
Project Title: BUTTE COUNTY
Prloec Descr:BUILDING DIVISION Project ID:
APPROVED
Multiple Simple Beam k V �., „• File=P:TZSEIPROJECTFILESQ016jobs10ovbush Log Cabinl6.094341ENGRWvbushLog Cabin.ec6"
fNERCALC,-INC-1983-2016, Build:6.16.4.12, Ver:6.16.4.12
Description : BEAM 1 - BEAM 6
'Wood Beam Design: BEAM 1
Calculations Der NDS 2012. IBC 2012. CBC 2013. ASCE 7-10
Size:
11.50 X 11.50, Sawn, Fully Unbraced
Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir- Larch Wood Grade: No.1
Fb - Tension 1,200.0 psi Fc - Prll 1,000.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf
Fb - Compr 1,200.0 psi Fc - Perp 625.0 psi Ft 825.0 psi Eminbend - xx 580.0 ksi
Applied Loads
(k) D L Lr S W E H
Beam self weight calculated and added to loads
Unif Load: D = 0.0880, Lr = 0.080 k/ft, Trib=1.0 It
Design Summary
431.14 psi at 8.500 ft in Span # 1
Max fb/Fb Ratio
= 0.162. 1
fb : Actual :
336.32 psi at 8.500 ft in Span # 1
Fb : Allowable:
2,070.00 psi
Load Comb:
+D+Lr+H
Max fv/FvRatio =
0.080: 1
fv : Actual :
16.94 psi at 16.093 ft in Span # 1
Fv : Allowable:
212.50 psi
Load Comb:
+D+Lr+H
Max Reactions (k)
D L �r S iN E
Left Support
0.99 0.68
Right Support
0.99 0.68
Wood Beam Design: BEAM 2
r
H Downward L+Lr+S 0.065 in Downward Total 0.159 in
Upward L+Lr+S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 3147 >360 Total Defl Ratio 1280 >300
Calculations per NDS 2012, IBC 2012, CBC 2613, ASCE 7-10
BEAM Size: 10.50 X 10.50, Sawn, Fully Unbraced
Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.1
Fb - Tension 1,200.0 psi Fc - Prll 1,000.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf
Fb - Compr 1,200.0 psi Fc - Perp 625.0 psi Ft 825.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0880, Lr = 0.080 k/ft, Trib=1.0 it
Design Summary
(k) D L Lr S W E H
Max fb/Fb Ratio =
0.240. 1
fb : Actual :
431.14 psi at 8.500 ft in Span # 1
Fb: Allowable:
1,800.00 psi
Load Comb:
+D+Lr+H
Max fv/FvRatio =
0.094: 1
fv : Actual :
19.97 psi at 16.150 ft in Span # 1
Fv: Allowable:
212.50 psi
Load Comb:
+D+Lr+H
Max Reactions
(k) D L Lr S W E H
Downward L+Lr+S 0.093 in Downward Total
0.224 in
Left Support
0.95 0.68
Upward L+Lr+S 0.000 in Upward Total
0.000 in
Right Support
0.95 0.68
Live Load Defl Ratio 2187 >360 Total Defl Ratio
911 >300
'WoodlBeam
Design- BEAM 3
Max fv/FvRatio =
0.063: 1
fv : Actual:
13.37 psi at 4.000 ft in Span # 1
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
BEAM Size:
10.50 X 10.50, Sawn, Fully Unbraced
+D+Lr+H, LL Comb Run (LL)
Max Reactions (k)
D L Lr ii W E
Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending
1.09 0.77
Wood Species:
Douglas Fir - Larch
Wood Grade: No.1
Fb - Tension
1,200.0 psi Fc - Prll 1,000.0 psi Fv
170.0 psi Ebend- xx 1,600.0 ksi Density
31.20 pcf
Fb - Compr
1,200.0 psi Fc - Perp 625.0 psi Ft
825.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0830, Lr = 0.0750 k/ft, Trib=1.0 ft
Design Summary
Max fb/Fb Ratio
= 0.081 • 1
fb : Actual :
145.55 psi at 5.940 ft in Span # 2
Fb: Allowable:
1,800.00 psi
Load Comb:
+D+Lr+H, LL Comb Run ('L)
Max fv/FvRatio =
0.063: 1
fv : Actual:
13.37 psi at 4.000 ft in Span # 1
Fv : Allowable:
212.50 psi
Load Comb:
+D+Lr+H, LL Comb Run (LL)
Max Reactions (k)
D L Lr ii W E
Left Support
1.09 0.77
Right Support
0.51 0.41
Q(0.0830Lr 0.0750
4.0 ft ii.oft, 10.50x10.50
Max Deflections
H Downward L+Lr+S 0.015 in Downward Total 0.030 in
Upward L+Lr+S -0.018 in Upward Total -0.026 in
Live Load Defl Ratio 5410 >360 Total Defl Ratio 3692 >300
6/34
Project Title: BUTTE COUNTY
!=5
"Mmomiric
Engineer: Project ID: Project Descr: BUILDING DIVISION
STRUCTURAL ENGINEERS APPROVED
�Mdltple Simple Bea61File=RTZSETROJECTFILESQ016jobs0oybushLog Cabin l6 094341ENGRVDovtwshLogCabin.ec6
ENERCA,LC, INC.,1983.2016, Build:6.16.4.12; Ver.6.16.4.12;
'Wood Beam DeW' n`:' BEAM 4 i..
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
BEAM Size: 10.50 X 10.50, Sawn, Fully Unbraced
Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir - Larch Wood Grade: No.1
Fb - Tension 1,200.0 psi Fc - PHI 1,000.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf
Fb - Compr 1,200.0 psi Fc - Perp 625.0 psi Ft 825.0 psi Eminbend -)o( 580.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.1430, Lr = 0.130 k/ft, Trib=1.0 ft
DeSrpn Summary
(k) D L Lr s w E H
Max fb/Fb Ratio =
0.155. 1
fb : Actual :
279.29 psi at 5.500 ft in Span # 1
Fb : Allowable:
1,800.00 psi
Load Comb:
+D+Lr+H
Max tv/FvRatio =
0.089: 1
fv : Actual :
18.81 psi at 0.000 ft in Span # 1
Fv: Allowable:
212.50 psi
Load Comb:
+D+Lr+H
Max Reactions
(k) D L Lr s w E H
Downward L+Lr+S 0.027 in Downward Total
0.061 in
Left Support
0.92 0.72
Upward L+Lr+S 0.000 in Upward Total
0.000 in
Right Support
0.92 0.72
Live Load Defl_ Ratio 4968 >360 Total Defl Ratio
2175 >300
Wood Beam
Design: BEAM 5
t
Calculations per NDS 2012, IBC 2012, CBC 2013,
ASCE.?-10
BEAM Size:
11.50 X 11.50, Sawn, Fully Unbraced
Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending
Wood Species :
Douglas Fir- Larch
Wood Grade: No.1
Fb - Tension
1,200.0 psi Fc - PHI 1,000.0 psi Fv
170.0 psi Ebend- xx 1,600.0 ksi Density
31.20 pcf
Fb - Compr
1,200.0 psi Fc - Perp 625.0 psi Ft
825.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0880, Lr = 0.080 k/ft, 0.0 ft to 3.0 ft, Trib=1.0 ft
Unif Load: D = 0.0550, Lr = 0.050 k/ft, 3.0 to 10.0 ft, Trib=1.0 ft
Unif Load: D = 0.0880, Lr = 0.080 k/ft, 10.0 to 13.0 ft, Trib=1.0 ft
Point: D = 0.9180, Lr = 0.7150 k @ 3.0 ft
Point: D = 0.510, Lr = 0.4130 k @ 6.750 ft
Point: D = 0.9180, Lr = 0.7150 k @ 10.0 ft
Desi4n Summary
Max fb/Fb Ratio = 0.289. 1
fb : Actual : 520.37 psi at 6.760 ft in Span # 1
Fb: Allowable: 1,800.00 psi
Load Comb: +D+Lr+H
Max fv/FvRatio = 0.159: 1
fv : Actual : 33.83 psi at 12.047 ft in Span # 1
Fv : Allowable: 212.50 psi
Load Comb: +D+Lr+H
Max Reactions (k) D i Lr S w E
Left Support 1.81 1.33
Right Support 1.83 1.34
+++
.,+
13.0 ft. 11.50XI1.50
•.t �..a.t�+,'-T- ,; -',� �"` � i..e2e.:-+�os���'-��'+�e �•a.s:,. T �'t ..tea.-3�-�`
ns
H Downward L+Lr+S 0.061 in Downward Total 0.144 in
Upward L+Lr+S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 2544 >360 Total Defl Ratio 1080 >300
7/34
lm�:Project Title:
fs
Engineer: BUTTE COUNTY Project ID:
il='nC Project Descr: BUILDING DIVISION =zftWMWJ
STRU(TURAI ENGINEERS APPROVE®
Tr 1 ',.File= P IPZSEIPROJECT FILES12016 jobsV)ovbush Log Cabinl6_094341ENGRIDovbush Log Cabin.eG
Wood Beam k_ ; ' e� '" d �ti ` . s-• ` ' ENERCALC, INC.19832016, BwId:6.16.6.7, Ver:6.16.6.7
Lic. # : KW -06002844. Licensee: PAUL ZACHER STRUCTURAL ENGINEER,%;
Description : BEAM 6
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Maximum Bending Stress Ratio
= 0.2441
Load Combination Set: IBC 2012
7.0 X 7.0
fb : Actual
= 476.28psi
Material Properties
= 1,950.0Opsi
Load Combination
+D+Lr+H, LL Comb Run (-L)
Analysis Method: Allowable Stress Design
Fb - Tension
1,200.0 psi
E: Modulus of Elasticity
Load Combination i BC 2012
Fb - Compr
1,200.0 psi
Ebend- xx 1,600.Oksi
+D+Lr+L+S+W+E+H, LL Comb Run (L'
Fc - Prll
1,000.0 psi
Eminbend - xx 580.Oksi
Wood Species : Do.uglas Fir - Larch
Fc - Perp
625.0 psi
0.0000
Wood Grade : No.1
Fv
170.0 psi
Support notation : Far left is #1
Values in KIPS
Ft
825.Opsi
Density 31.20pcf
Beam Bracing :Completely Unbraced
Support 3 Support 4
D(0.1430) Lr(0.130
7.0 X 7.0 7.0 X 7.0 7.0 x 7.0
Span =8.0ft Span =8.0ft Span =4.0ft
Applied:Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Loads on all spans...
Uniform Load on ALL spans: D = 0.1430, Lr = 0.130 k/ft
' DESIGN'SUMMARY.
Maximum Bending Stress Ratio
= 0.2441
Section used for this span
7.0 X 7.0
fb : Actual
= 476.28psi
FB : Allowable
= 1,950.0Opsi
Load Combination
+D+Lr+H, LL Comb Run (-L)
Location of maximum on span
= 8.000ft
Span # where maximum occurs
= Span # 2
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.090 in Ratio=
1070>=360
Max Upward Transient Deflection
-0.045 in Ratio=
2136>=360
Max Downward Total Deflection
0.143 in Ratio=
672 >=300.
Max Upward Total Deflection
-0.031 in Ratio =
3050>=300.
0.177 :1
7.0 X 7.0
37.57 psi
212.50 psi
+D+Lr+H, LL Comb Run (LL')
= 7.462 ft
Span # 1
verall Maxiiium- Deflectionss
Load Combination Span
Max. ° " Defl Location in Span
Load Combination
Max. "+" Defl
location in Span
+D+Lr+L+S+W+E4H, LL Comb Run (L' 1
0.0572
3.832
0.0000
0.000
2
0.0000
3.832
+D+Lr+L+S+W+E+H, LL Comb Run (L'
-0.0315
4.706
+D+Lr+L+S+W+E+H, LL Comb Run (L' 3
0.1426
4.000
0.0000
4.706
irekil Re16tions y
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Support 3 Support 4
Overall MAXimum
0.987
2.606
2.405
Overall MINimum
0.032
-0.195
-0.065
+D+Lr+L+S+W+E+H, LL Comb Run (-L)
0.532
1.111
1.950
+D+Lr+L+S+W+E+H, LL Comb Run ('L')
0.434
1.956
1.722
+D+Lr+L+S+W+E+H, LL Comb Run (*LL)
0.467
1.761
2.405
8/34
Project Title: BUTTE COUNTY
Engineer: Project ID:
Inc Project Descr: BUILDING DIVISION
STRU(TURAL ENGINEERS APP��v��
�j-,Ftle,P1PZSE0ROJECTFILES12016jobslDovbushiogCab 6 �3AENGRIDovbushLog
m r':- ': ` �'' �Y'a .. `. " ' ?s-:�";ENERCALC, INC..19832016:-Build:6.16.6.7. Vi
Description : BEAM 6
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
-Support 2
Support 3 Support 4
+D+Lr+L+S+W+E+H, LL Comb Run (L")
0.954
1.956
1.202
+D+Lr+L+S+W+E+H, LL Comb Run (L•L)
0.987
1.761
1.885
+D+Lr+L+S+W+E+H, LL Comb Run (LL')
0.889
2.606
1.657
+D+Lr+L+S+W+E+H, LL Comb Run (LLL)
0.922
2.411
2.340
+D+W+H
0.499
1.306
1.267
+D+0.70E+H
0.499
1.306
1.267
+D+0.750Lr+0.750L+0.750W+H, LL Comb
0.524
1.159
1.779
+0+0.750Lr+0.750L+0.750W+H, LL Comb
0.451
1.793
1.609
+D+0.750Lr+0.750L+0.750W+H, LL Comb
0.475
1.647
2.120
+D+0.750Lr+0.750L+0.750W+H, LL Comb
0.841
1.793
1.219
+D+0.750Lr+0.750L+0.750W+H, LL Comb
0.865
1.647
1.730
+CA.750Lr+0.750L+0.750W+H, LL Comb
0.792
2.281
1.560
+D+0.750Lr+0.750L+0.750W+H, LL Comb
0.816
2.134
2.072
+0+0.750L+0.750S+0.750W+H, LL Comb
0.499
1.306
1.267
+D+0.750L40.750S+0.750W+H, LL Comb
0.499
1.306
1.267
+D+0.750L+0.750S+0.750W+H, LL Comb
0.499
1.306
1.267
+0+0.750L+0.750S+0.750W+H, LL Comb
0.499
1.306
1.267
+0+0.750L+0.750S+0.750W+H, LL Comb
0.499
1.306
1.267
+D+0.750L+0.750S+0.750W+H, LL Comb
0.499
1.306
1.267
+D+0.750L+0.750S+0.750W+H, LL Comb
0.499
1.306
1.267
+D+0.750Lr+0.750L+0.5250E+H, LL Com
0.524
1.159
1.779
+D+0.750Lr+0.750L+0.5250E+H, LL Com
0.451
1.793
1.609
+0+0.750Lr+0.750L+0.5250E+H, LL Com
0.475
1.647
2.120
+D+0.750Lr+0.750L+0.5250E+H, LL Com
0.841
1.793
1.219
+0+0.750Lr+0.75OL+0.5250E+H, LL Com
0.865
1.647
1.730
+D+0.750Lr+0.750L+0.52W+H, LL Com
0.792
2.281
1.560
+0+0.750Lr+0.750L+0.5250E+H, LL Com
0.816
2.134
2.072
+0.60D+W+0.60H
0.300
0.783
0.760
+0.60D+0.70E+0.60H
0.300
0.783
0.760
D Only
0.499
1.306
1.267
Lr Only, LL Comb Run ('•L)
0.032
-0.195
0.682
Lr Only, LL Comb Run (•L•)
-0.065
0.650
0.455
Lr Only, LL Comb Run (*LL)
-0.033
0.455
1.137
Lr Only, LL Comb Run (L")
0.455
0.650
-0.065
'Lr Only, LL Comb Run (L -L)
0.487
0.455
0.617
Lr Only, LL Comb Run (LL*)
0.390
1.300
0.390
Lr Only, LL Comb Run (LLL)
0.423
1.105
1.073
L Only, LL Comb Run (•'L)
L Only, LL Comb Run (•L')
L Only, LL Comb Run (*LL)
L Only, LL Comb Run (L")
L Only, LL Comb Run (L•L)
L Only, LL Comb Run (LL')
L Only, LL Comb Run (LLL)
S Only
W Only
E Only
H Only
+D+H
0.499
1.306
1.267
+D+L+H, LL Comb Run (-L)
0.499
1.306
1.267
+D+L+H, LL Comb Run (•L•)
0.499
1.306
1.267
+D+L+H, LL Comb Run ('LL)
0.499
1.306
1.267
+D+L+H, LL Comb Run (L••)
0.499
1.306
1.267
+D+L+H, LL Comb Run (L'L)
0.499
1.306
1.267
+D+L+H, LL Comb Run (LL')
0.499
1.306
1.267
+D+L+H, LL Comb Run (LLL)
0.499
1.306
1.267
+D+Lr+H, LL Comb Run (•'L)
0.532
1.111
1.950
+D+Lr+H, LL Comb Run (•L•)
0.434
1.956
1.722
+D+Lr+H, LL Comb Run ('LL)
0.467
1.761
2.405
+D+Lr+H, LL Comb Run (L••)
0.954
1.956
1.202
9/34
1
Project Title:
Engineer: BUTTE COUNTY Project ID:
Project Descr:
Inc
BUILDING DIVISION
STRUCTURAL ENGINEERS APPROVE®
^�s��''� File=P1PZSEIPROJECTFILES12016joDslDovbush.LogCabint6_094341ENGR1DovbushL
Wood Beam �: s
.. _ - -., t.. ,< -ya.. _ � � �c �• t:'x ;.': + , .: 'e:' «ENERCALC:INC:;19832016; Budii.6:16.6:7:
Description : BEAM 6
Vertical`Read ions Support notation :Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Support 3 Support 4
+D+Lr+H, LL Comb Run (L'L)
0.987
1.761
1.885
+D+Lr+H, LL Comb Run (LL')
0.889
2.606
1.657
+D+Lr+H, LL Comb Run (LLL)
0.922
2.411
2.340
+D+S+H
0.499
1.306
1.267
+D+0.750Lr+0.750L+H, LL Comb Run ('
0.524
1.159
1.779
+D+0.750Lr+0.750L+H, LL Comb Run ('
0.451
1.793
1.609
+D40.750Lr+0.750L+H, LL Comb Run ('
0.475
1.647
2.120
+D+0.750Lr+0.750L+H, LL Comb Run (L
0.841
1.793
1.219
+D+0.750Lr+0.750L+H, LL Comb Run (L
0.865
1.647
1.730
+D+0.750Lr+0.750L+H, LL Comb Run (L
0.792
2.281
1.560
+D+0.750Lr+0.750L+H, LL Comb Run (L
0.816
2.134
2.072
+D+0.750L+0.750S+H, LL Comb Run ("
0.499
1.306
1.267
+D+0.750L+0.750S+H, LL Comb Run ('L
0.499
1.306
1.267
+D+0.750L+0.750S+H, LL Comb Run ('L
0.499
1.306
1.267
+0+0.750L+0.750S+H, LL Comb Run (L'
0.499
1.306
1.267
+D+0.750L+0.750S+H, LL Comb Run (L'
0.499
1.306
1.267
+D+0.750L+0.750S+H, LL Comb Run (LL
0.499
1.306
1.267 ,
+D+0.750L+0.750S+H, LL Comb Run (LL
0.499
1.306
1.267
+D+0.70E+H
0.499
1.306
1.267
+0+0.750L+0.750S+0.5250E+H, LL Comb
0.499
1.306
1.267
+0+0.750L+0.750S+0.5250E+H, LL Comb
0.499
1.306
1.267
+0+0.750L+0.750S+0.5250E+H, LL Comb
0.499
1.306
1.267
+D+0.750L+0.750S+0.5250E+H, LL Comb
0.499
1.306
1.267
+D+0.750L+0.750S+0.5250E+H, LL Comb
0.499
1.306
1.267
+0+0.750L+0.750S+0.5250E+H, LL Comb
0.499
1.306
1.267
+D+0.750L+0.750S+0.5250E+H, LL Comb
0.499
1.306
1.267
+0.60D+0.70E+0.60H
0.300
0.783
0.760
10/34
' Project Title:
Engineer:BUTTE COUNTY Project ID:
Project Descr:
Inc BUILDING DIVISION
STRUCTURAL ENGINEERS APPROVE®
IrIVIU'Itl ple Simple Beam a `�` ,-.;-�" File FP TZSETROJECT FILESA2016 jobs1Doftsh.Log Cabinl6_094341ENGRIDwtwsh Log Cabin�ed 9
_ "" ` t ENEF2CALC; INC. 1983 2016; Build,6.16.6.7; Ver.6,16.6.7
KW -06002844 Licensee: PAUL ZACHER STRUCTURAL ENGINEER, -INC.:,
Description : BEAM 7 - BEAM 12
° Wood Beam' Design :
BEAM
Calculations per`NDS,2012, IBC 2012, CBC 2013, ASCE 7-10
BEAM Size: 10.0X10.0, Sawn, Fully Unbraced
Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir - Larch Wood Grade: No.1
Fb - Tension 1,200.0 psi Fc - Prll 1,000.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf
Fb - Compr 1,200.0 psi Fc - Perp 625.0 psi Ft 825.0 psi Eminbend -)(x 580.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.060, L = 0.160 k/ft, Trib=1.0 ft
Design Summary
(k) D L Lr S iN E H
Max fb/Fb Ratio =
0.437-1
fb : Actual:
628.58 psi at 8.500 ft in Span # 1
Fb: Allowable:
1,440.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.164: 1
fv : Actual :
27.94 psi at 16.207 ft in Span # 1
Fv: Allowable:
170.00 psi
Load Comb:
+D+L+H
Max Reactions
(k) D L Lr S iN E H
Downward L+Lr+S 0.227 in Downward Total
0.342 in
Left Support
0.69 1.36
Upward L+Lr+S 0.000 in Upward Total
0.000 in
Right Support
0.69 1.36
Live Load Defl Ratio 899 >360 Total Defl Ratio
595 >300
,Wood,Beam Design: BEAM 7_
+D+L+H, LL Comb Run (L')
j `
0.159: 1
`
Calculations per NDS 2012, IBC 2012, C,BC 2013, ASCE'7-10 r
BEAM Size:
10.50 X 10.50, Sawn, Fully Unbraced
Load Comb:
+D+L+H, LL Comb Run (LL)
Max Reactions (k)
Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending
Left Support
Wood Species:
Douglas Fir - Larch
Wood Grade: No.1 `
Fb - Tension
1,200.0 psi Fc - Prll 1,000.0 psi Fv
170.0 psi Ebend- xx 1,600.0 ksi Density
31.20 pcf
Fb - Compr
1,200.0 psi Fc - Perp 625.0 psi Ft
825.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.060, L = 0.160 k/ft, Trib= 1.0 ft
Design Summary
Max fb/Fb Ratio
= 0.366. 1
fb : Actual :
527.30 psi at 8.330 ft in Span # 1
Fb : Allowable:
1,440.00 psi
Load Comb:
+D+L+H, LL Comb Run (L')
Max fv/FvRatio =
0.159: 1
N : Actual :
26.95 psi at 16.150 ft in Span # 1
Fv: Allowable:
170.00 psi
Load Comb:
+D+L+H, LL Comb Run (LL)
Max Reactions (k)
D L Lr S W E
Left Support
0.67 1.36
Right Support
1.09 2.08
D 0.060 L 0.160
17.0 ft 4.0 ft, 10.50X10.50
H Downward L+Lr+S 0.187 in Downward Total 0.272 in
Upward L+Lr+S - -0.140 in Upward Total -0.194 in
Live Load Defl Ratio 686 >360 Total Defl Ratio 494 >300
11/34
PZSE,INC- STRUCTURALENSINEERS
TIMBER COLUMN CAPACITES
Grading:
2x4 Doug -fir larch: Stud
4x or greater Doug -fir larch: No. 1
Assumptions:
1. End conditions are pinned -pinned; K=1.0
2. Le xx, Le yy for axial and Lu xx for bending = column length
3. Load duration factor =1.0
COLUMN LENGTH = 7'-0"
Member
Area
Capacity
F'c
2-2x4
10.500
4,750
452
2-2x6
16.500
7,395
448
44
12.250
9,290
758
06
19.250
14,465
751
4x8
25.375
18,865
743
6x6
30.250
24,720
817
6x8 1
41.250 1
33,710 1
817
COLUMN LENGTH =10'-0"
Member
Area
Capacity
F'c
2-2x4
10.500
2570
245
2-2x6
16.500
4,030
244
4x4
12.250
4990
407
4x6
19.250
7810
406
4x8
25.375
10260
404
6x6
30.250
20140
666
6x8
41.250
27470
666
COLUMN LENGTH =13-0"
Member
Area
Capacity
F'c
2-2x4
10.500
1570
149
2-2x6
16.500
2,465
149
4x4
12.250
3030
247
4x6
19.250
4760
247
4x8
25.375
6270
247
6x6
30.250
14750
487
6x8
41.250
20120
487
COLUMN LENGTH =18-0"
Member
Area
Capacity
F'c
4x4
12.250
1610
131
4x6
19.250
2530
131
4x8
25.375
3330
131
6x6
30.250
8640
285
6x8
41.250
11780
285
COLUMN LENGTH = 9'-0"
Membe'Capacity
Area
F'c
3 1/2" x 5 1/2"
15250
793
3 1/2" x 7 1/4"
20,110
793
5 1/4" x 5 1/2"
44920
1556
5 1/4" x 7 1/4'.
59210
1556
COLUMN LENGTH = 8-0"
Member
Area
Capacity
F'c
2-2x4
10.500'
3820
364
2-26
16.500
5970
362
4x4
12.250
7445
608
4x6
19.250
11630
604
4x8
25.375
15220
600
6x6
30.250
23440
775
6x8
41.250
31965
775
COLUMN LENGTH =11-0"
Member
Area
Capacity
F'c
2-2x4
10.500
2150
205
2-2x6
16.500
3,380
205
4x4
12.250
4170
341
46
19.250
6540
340
4x8
25.375
8600
339
6x6
30.250
18290
604
6x8
1 41.250
24940
6D4
COLUMN LENGTH = 14-0"
Member
Area .
Capacity
F'c
2-20
10.500
1360
129
2-2x6
16.500
2,135
129
40
12.250
2630
214
4x6
19.250
4130
214
4x8
25.375
5430
214
6x6
30.250
13200
436
6x8
41.250
1 18000
436
COLUMN LENGTH = 20-0"
Member
Area
Capacity
F'c
44
12.250
1310
107
4x6
19.250
2055
107
4x8
25.375
2710
107
6x6
30.250
7135
236
6x8
41.250
9730
236
LVL POST CAPACITIES
COLUMN LENGTH =10'-0"
Member
Ca aci
F'c
3 1/2" x 5 1/2"
12510
650
3 1/2" x 7 1/4"
16,490
650
5 1/4" x 5 1/2"
38590
1337
5 1/4" x 7 1/4"
50870
1337
12/34
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
COLUMN LENGTH = 9-0"
Member
Area
Capacity
F'c
2-2x4
10.500
3110
297
2-2x6
16.500
4,875
295
4x4
12.250
6050
494
46
19.250
9465
491
4x8
25.375
12410
489
6x6
30.250
21890
723
6x8
41.250
29850
1 723
COLUMN LENGTH =12-0"
Member
Area
Capacity
F'c
2-2x4
10.500
1830
174
2-2x6
16.500
2,870
174
4x4
12.250
3540
289
4x6
19.250
5550
288
48
25.375
7300
287
6x6
30.250
16460
544
6x8
41.250
1 22450
1 544
COLUMN LENGTH =16-0"
Member Area
Capacity
F'c
2-2x4 10.500
1050
100
2-26 16.500
1,650
100
4x4 12.250
2030
165
46 19.250
3185
165
4x8 25.375
4195
165
6x6 30.250
10615
351
6x8 41.250
14475
351
COLUMN LENGTH = 22-0"
Member
Area
Capacity
F'c
4x4
12.250
1085
88
4x6
19.250
1705
88
4x8
25.375
2245
88
6x6
30.250
5970
197
6x8
41.250
8150
197
COLUMN LENGTH =12'-0"
Member
Capacity
F'c
3 1/2" x 5 1/2"
8810
458
3 1/2"x 7 1/4"
11,610
458
1
5 1/4" x 5 1/2"
28380
983
5 1/4" x 7 1/4"
37410
983
PZ5E, INC - 5TRUCTURAL ENGINEERS
BUTTE COUNTY
BUILDING DIVISION
ALLOWABLE FOOTING CAPACITY CALCULATIONS APPROVED
DESIGN ASSUMPTIONS FOR CONTINUOUS FOOTINGS
Axial Capacity = F.W. x 2 x F.D. x Allowable Bearing (pso/ 144
\ Allowable Soil Bearing Capacity = 1500 psf
L
Number of Floors Supported = 1
(Enter 1, 2, or 3)
Footin g,- ......... """ '
Axial Capacity of Point Load
Depth- F.D.
on Continuous Footing 4500 lbs
Footing Width - F.W. g =
(inches)
(inches)
2 x Footing Depth
CALCULATED FOOTING DEPTH FOR SLAB ON GRADE
(2) #4's, 3" clear top & bottom, U.O.N.
•4"
Slab on Grade
4" Chamfer
Footing
Depth
12 inches = Minimum Footing Depth Below Undisturbed Material
• ,
�� ►�— 12 inches =Minimum Footing Width
CALCULATED FOOTING DEPTH FOR STEMWALL FOOTING
(2) #4's, 3" clear top & bottom, U.O.N..
6" clear minimum
Footing 6 inches = Minimum Stem Wall Width
Depth
12 inches = Minimum Footing Depth Below Undisturbed Material
•
�. ►T 12 inches =Minimum Footing Width
13/34
i
u
PZSE, INC - STRUCTURAL ENGINEERS
f
BUTTE COUNTY
BUILDING DIVISION
DESIGN ASSUMPTIONS FOR ISOLATED SPREAD FOOTINGS FOOTINGS Ar r M® tl
W. x W.) x Allowable Bearing (p.s.f.)/144 r
Depth = 12" Minimum
r
s
Width - W. (inches)
Width - W. inches
Isolated Footing
Size
inches
Footing Capacity
l�
24
x
241
6,000
30
x
30
9,375
36
x
36
13,500
42
x
42
18,375
48
x
48
24,000
54
x
54
30,375
60
x
60
37,500
66
x
66
45,375
72
x
72
54,000
14/34 y
0
1
BUTTE COUNTY
LATERAL FORCE COMMENTS: BUILDING DIVISION
APPROVE®
Item 1: Where the roof structure is conventionally framed. The ceiling joists, collar ties, and ridge, hip and valley boards
comply with section 2308.10.4 of the CBC. Since the roof slope is greater than 3:12, the ridge, hip and valley boards are
not required to be designed as beams per section 2308.10 of the CBC and as a result, the struts supporting these
members (where occurs) are for construction purposes only and are not required to be designed. However, as a
conservative approach, loads were placed on the hip and valley boards and they were analyzed as beam elements.
However, these are not required to have struts placed as a support. The purlins shall have 2x4 struts installed per Section
2320.12.7.
Item 2: This is an engineered structure what is occurring is that the shear wall lines are being transferred via a drag strut
into the roof and/ or floor diaphragm. Since the drag strut force is relatively low, a sub -diaphragm is not required. Details
involving strap ties and blocking for the drag struts are called out in the "Framing Key Notes". The capacity for various
connections are as listed below:
Details utilizing CS16 strap ties: The capacity of one (1) CS16 x 6'-0" strap tie is 1705 lbs. The length of blocking is 6'-0"
and has (18) 8's which will transfer a force of 18 x 76 lbs x 1.6 = 2,188 lbs. Two CS16 x 8'-0" long strap tie's capacity is
3410 lbs. The length of blocking is 8'-0" and will have (36) 8's which will transfer a force of 36 x 76 lbs x 1.6 = 4,378 lbs.
The drag strut force will be.transferred through the sheathing to the adjacent rafters/ trusses that will disseminate the
force through out the roof diaphragm (see CBC 2315.5.3). Taking one 4 ft x 8 ft sheet, the minimum number of 8d's will
be 33 and would transfer a force of 4,013 lbs. The withdrawal capacity of the connection per strap = 18 nails x 28 lbs x
2.5" x 1.6 = 2,016 lbs.
Details utilizing CMST12 strap ties and 4x blocking: The capacity the CMST12 strap tie is 9235 lbs. The length of blocking is
16'-0" and has (82)16d's which will transfer a force of 82 nails x 103 lbs x 1.6 =13,514 lbs. The drag strut force will be
transferred through the sheathing to the adjacent rafters/ trusses that will disseminate the force through out the roof
diaphragm (see CBC 2315.5.3). Taking one 4 ft x 8 ft sheet, the minimum number of 8d's will be 33 and would transfer a
force of 4,013 lbs. The withdrawal capacity is 82 nails x 33 lbs x 3.5" x 1.6 = 15,153 lbs.
15/34
V
PZ5E,INC STRUCTURAL ENGINEERS
WIND DESIGN PROCEDURE
Risk Category =
Basic Wind Speed, V =
Directionality Factor, Kd =
Surface Roughness Category
Exposure Category =
Pressure Coefficient, Kz
Topographic Factor, Kzt =
Velocity Pressure, qz or qh
Gust Effect Factor G or Gf =
Enclosure Classification
SEISMIC DESIGN PROCEDURE
Height of Structure, hn =
Reduncy Factor, p =
Risk Category =
Response Modification Factor, R =
Importance Factor=
Mapped Acceleration Parameter, Ss =
Mapped Acceleration Parameter, S1=
Site Classification =
Site Coefficient, Fa =
Site Coefficient, Fv =
Adjusted Max Spectral Response, Sms =
Adjusted Max Spectral Response, Sml =
Design Spectral Acceleration Parameter, Sds =
Design Spectral Acceleration Parameter, Sd1=
Fundamental Period of Structure, Ta =
Constant Velocity Transition Period, Ts =
Short Period Seismic Design Category, 0.2 sec =
1-s Period Seismic Design Category, 1.0 sec =
Seismic Design Category, Sl =
it
110 mph
0.85
C
C
0.87
1.00
22.91 psf
0.85
Enclosed
2
1.00 /
4.5 ✓
1.0
0.586 g
0.256 g
D
1.331
1.888
0.780 g
0.483 g
0.520 g
0.322 g
0.189
0.620 sec
D
D
N/A
16/34
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
I, II, III or IV (Table 1.5-1)
26.5.1
26.6
26.7.2
26.7.3
27.3.1 (Table 27.3-1)
26.8 (Table 26.8-1)
27.3.2
26.9.1
I, II, III or IV (Table 1.5-1)
Table 12.2-1
Table 11.5-1
11.4.1 and USGS maps
11.4.1 and USGS maps
11.4.2 (Table 20.3-1)
11.4.3 (Table 11.4-1)
11.4.3 (Table 11.4-2)
11.4.3
11.4.3
11.4.4 MCE response = Sds x 1.5 (11.4.6)
11.4.4 MCE response = Shc x 1.5 (11.4.6)
12.8.2 (light framed buildings only)
11.6 and 11.6-1
N/A as Seismic Design Category (Table 11.6-2) Not Req
PZSE, INC - STRUCTURAL ENGINEERS
BUTTE COUNTY
BUILDING DIVISION
MULTI -STORY SEISMIC FORCE DISTRIBUTION:
����®��®
Roof
Risk Category =
II
Importance Factor =
1.0
Site Classification =
D
Response Modification Factor, R =
4.5
Mapped Acceleration Parameter, Ss =
0.586 g
Mapped Acceleration Parameter, S1=
0.256 g
Site Coefficient, Fa =
1.331
Site Coefficient, Fv =
1.888
Seismic Design Category, 0.2 sec =
D
Seismic Design Category, 1.0 sec =
D N/A as Seismic Design Category (Table 11.6-2) Not Required 1
Seismic Design Coefficient, Cs =
0.116 x W (LRFD design level) '
Service Level Seismic Force, Eh =
0.081 = 0.7 x Cs x p x W (Allowable stress design level)
TABLE OF BUILDING WEIGHTS
Floor and Roof Diaohraems
Where Snow Loads Occur:
Level
Weight Average Average Projected Weight
(psf) Length (ft) Width (ft) Area (sf) .(Ibs)
Roof
37 40 37 1480 54760
1st floor
Weight
(Ibs)
Walls Parallel to Front - Rear Direction
Level
Weight
(psf)
Total Length
of wall (ft)
Height of
Wall (ft)
Projected
Area (sf)
Weight
(Ibs)
1st floor
30
64
9.25
296
1 8880
Walls Parallel to Left - Rieht Direction
Level
Weight
(psf)
1
Total Length
of wall (ft)
1
Height of Projected
Wall (ft) Area (sf)
1
Weight
(Ibs)
1st floor
30
48
9.25 222
6660
Flat roof snow loads of 30 psf or less need not be
combined with seismic loads. For flat roof snow loads
exceed 30 psf, 20% shall be combined with seismic
loads.
Note: Only 1/2 of the first floor wall height is
considered in the calculation. This corresponds with
the wind lateral base shear calculation.
Note: Only 1/2 of the first floor wall height is
considered in the calculation. This corresponds with
the wind lateral base shear calculation.
TABLE OF SEISMIC FORCES AT BUILDING LEVEL: ALLOWABLE STRESS DESIGN LEVEL
Force Parallel to Front - Rear Direction
Level Height
Weight hi x wi Fx Story
OTM Floor OTM
hi (ft)
wi (Ibs) (Ibs) Shear (Ibs)
(ft-Ibs) (ft-Ibs)
Roof 9.25
70300 650275 5686
52598
ist floor 0
0 0 1 5686
0 52598
ni ARNRArm Fr)Rr'F nICTRIRI IT10N TART F• AI 1 nWARI F CTRFCC n;:-urN I FVFI
9
17/34
OSCE 7-10 sec. 12.10.1.1
ASCE 7-30 sec. 12.10.1.1
Force Parallel to Front - Rear Direction
Direction
Level Weight
wpx (Ibs)
Lateral Sum Sum
Fi Fi wi
Max
0.4Sdslwpx
Min
0.2Sdslwpx
Diaphragm
F x Ibs
Roof 61420
4968 4968 61420
12775
6387
6387
1st floor 0
0 0. 0
0
0
0
9
17/34
OSCE 7-10 sec. 12.10.1.1
ASCE 7-30 sec. 12.10.1.1
Force Parallel to Left - Right
Direction
Level Weight
wpx (Ibs)
Lateral Sum
Fi Fi
Sum
wi
Max
0.4Sdslwpx
Min
0.2Sdslwpx
Diaphragm
F x Ibs
Roof 63640
5148 5148'
63640
13237
6618
6618
1st floor 0
0 0
0 1
0
0
0
9
17/34
OSCE 7-10 sec. 12.10.1.1
ASCE 7-30 sec. 12.10.1.1
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
MecaWind Pro v2.2.7.0 per ASCE 7-10
Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com
Date 7/8/2016
0.6*Ht
Project No. 2016-09434
lzm:
Cc*(33/Zm)^0.167
Company Name PZSE Inc. -Structural Engineers
Designed By
1*(Zm/33)^Epsilon
= 427.06 ft
Address
(1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5
Description Dovbush Log
Cabin
0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm))
City
-8.48
Customer Name
-3.43
State
Side Walls
Proj Location
-10.86
File Location: C:\Users\kyl.e\AppDat:a\Roarni.ng\hiecat4i.nd\Default.wnd
=5.81
Input Parameters: Directional
Procedure All
Heights Building (Ch 27 Part 1)
Rz
Basic Wind Speed(V) =
110.00 mph
qz
Press
Press
Structural Category =
II
Exposure Category. =
C
Natural Frequency =
N/A
Flexible Structure =
No
+/-GCpi
Importance Factor =
1.00
Kd Directional Factor =
0.85
0.80
Alpha =
9.50
Zg =
900.00
ft
At =
0.11
Bt =
1.00
13.41
Am =
0.15
BM =
0.65
8.25
Cc =
0.20
1 -
500.00
ft
Epsilon =
0.20
Zmin =
15.00
ft
Pitch of Roof =
10 : 12
Slope of Roof(Theta) =
39.81
Deg
h: Mean Roof Ht =
15.46 ft
Type of Roof =
GABLED
1.00
RHt: Ridge Ht =
20.67 ft
Eht: Eave Height =
10.25
ft
OH: Roof Overhang at Eave=
2.50 ft
Overhead Type =
Overhang
0.80
Bldg Length Along Ridge =
32.00 ft
Bldg Width Across Ridge=
25.00
ft
Gust Factor Calculations
Gust Factor Category 1 Rigid Structures - Simplified Method
Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85
Gust Factor. Category II Ricid Structures - Complete Analysis
Zm:
0.6*Ht
= 15.00 ft
lzm:
Cc*(33/Zm)^0.167
= 0.23
Lzm:
1*(Zm/33)^Epsilon
= 427.06 ft
Q:
(1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5
= 0.94
Gust2:
0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm))
= 0.89
Gust Factor Summary
Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85
Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi
GCPi Internal Pressure Coefficient = +/-0.18
Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1
Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.89
Kht: Topographic Factor (Figure 6-4) = 1.00
Qh: .00256*(V)^2*I*Kh*Kht*Kd - 14.01 psf
Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80
Roof Area = 1249.65 ft^2
Reduction Factor based on Roof Area = 0.80
MWFRS-Wall Pressures for Wind Normal to 32 ft Wall (Normal to Ridge)
All pressures shown are based upon ASD Design, wits.', a Load Factor of .6
Wall
CP
Pressure
Pressure
---------------
------
+GCpi (psf)
-----------
-GCpi (psf)
Leeward Wall
-0.50
-8.48
-----------
-3.43
Side Walls
-0.70
-10.86
=5.81
Wall
Elev
Rz
Rzt
Cp
qz
Press
Press
Total
-------------------------------------------------------------------
£t
psf
+GCpi
-GCpi
+/-GCpi
Windward
10.25
0.85
1.00
0.80
13.41
6.60
11.64
15.07
Windward
9.25
0.85
1.00
0.80
13.41
6.60
11.64
15.07 '
Windward
8.25
0.85
1.00
0.80
13.41
6.60
11.64
15.07
Windward
7.25
0.85
1.00
0.80
13.41
6.60
11.64
15.07
Windward
6.25
0.85
1.00
0.80
13.41
6.60
11.64
15.07
Windward
5.25
0.85
1.00
0.80
13.41
6.60
11.64
15.07
Windward
4.25
0.85
1.00
0.80
13.41
6.60
11.64
15.07
Windward
3.25
0.85
1.00
0.80
13.41
6.60
11.64
15.07
Windward
2.25
0.85
1.00
0.80
13.41
6.60
11.64
15.07
Windward
1.25
0.85
1.00
0.80
13.41
6.60
11.64
15.07
Windward
0.25
0.85
1.00
0.80
13.41
6.60
11.64
15.07
18/34
2
Roof Location
----------------------------------
Windward - Min Cp
Windward - Max Cp
Leeward Norm to Ridge
Overhang Top (Windward)
Overhang Top (Leeward)
Overhang Bot (Windward only)
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
Cp Pressure Pressure.
+GCpi(psf)-GCpi(psf)
-----------------------------------
-0.10 -3.71 1.33
0.32 1.29 6.33
-0.60 -9.67 -4.62
-0.10 -1.19 -1.19
-0.60 -7.14 -7.14
0.80 9.12 9.12
Normal to Ridge - Base Reactions - Walls+Roof -GCpi
Description
Press
Area
F:
----------------------------------------------
psf
ft^2
Rip
Leeward Wall
-3.43
328
.00
Side Wall
-5.81
256
-1.49
Side Wall
-5.81
256
1.49
Windward Wall
11.64
32
.00
Windward Wall
11.64
32
.00
Windward Wall
11.64
32
.00
Windward Wall
11.64
32
.00
Windward Wall
11.64
32
.00
Windward Wall
11.64
32
.00
Windward Wall
11.64
32
.00
Windward Wall
11.64
32
.00
Windward Wall
11.64
32
.00
Windward Wall
11.64
32
.00
Windward Wall
11.64
8
.00
Roof Windward
6.33
521
.00
Roof Leeward
-4.62
521
.00
OH Top Windward
-1.19
104
.00
OH Top Leeward
-7.14
104
.00
OH Bot Windward
9.12
104
.00
Side Wall
-5.81
130
-0.76
Side Wall
----------------------------------------------
-5.81
130
0.76
Total
.00
2783
.00
Fy
Fz
Mx
NY
Mz
Rip
Rip
R -ft
A -ft
R -ft
--------------------------------------
1.13
.00
5.8
.0
.0
.00
.00
.0
7.6.
.0
.00
.00
.0
-7.6
.0
0.37
.00
3.6
.0
.0
0.37
.00
3.3
.0
.0
0.37
.00
2.9
.0
.0
0.37
.00
2.5
.0
.0
0.37
.00
2.1
.0
.0
0.37
.00
1.8
.0
.0
0.37
.00
1.4
.0
.0
0.37
.00
1.0
.0
.0
0.37
.00
0.7
.0
.0
0.37
.00
0.3
.0
.0
0.09
.00
0.0
.0
.0
2.11
-2.53
16.8
.0
.0
1.54
1.85
12.3
.0
.0
-0.08
0.10
0.6
.0
.0
0.48
0.57
-3.5
.0
.0
-0.61
0.73
4.4
.0
.0
.00
.00
.0
10.4
.0
.00
--------------------------
.00
.0
-10.4
.0
8.38
0.71
56.0
------------
.0
.0
Notes - Normal to Ridge
Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on Mean Ht
Note (2) Wall 6 Roof Pressures = Qh*(G*Cp - GCPi)
Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press
Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GCPi)
Note (5) Ref Fig 27.4-1, Normal to Ridge (Theta>=10), Theta= 39.8 Deg, h/1= 0.48
Note (6) No internal pressure considered (GCpi = 0) for Overhang
Note (7) Overhang bottom based upon windward wall Cp and GCpi = 0.
Note (8) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical
Note (9) MIN = Minimum pressures on Walls = 9.6 psf and Roof - 4.8 psf
Note (10) Area* = Area of the surface projected onto a vertical plane normal to wind.
METERS -Wall Pressures for Wind Normal to 25 ft wall (Along Ridge)
Al.). pressures shown are based upon ASD COSir_.r:, with a ].,oa;i FaCtOr .c" .6
Wall
Cp
Pressure
Pressure
---------------
------
+GCpi (psf)
-----------
-GCpi (psf)
-----------
Leeward Wall
-0.44
-7.81
-2.77
Side Walls
-0.70
-10.86
-5.81
Wall
Elev
Rz
Rzt
Cp
qz
Press
Press
Total
---------------------7---------------------------------------------
ft
psf
+GCpi
-GCpi
+/-GCpi
Windward
20.67
0.93
1.00
0.80
14.76
7.52
12.56
15.33
Windward
10.25
0.85
1.00
0.80
13.41
6.60
11.64
14.41
Windward
9.25
0.85
1.00
0.80
13.41
6.60
11.64
14.41
Windward
8.25
0.85
1.00
0.80
13.41
6.60
11.64
14.41
Windward
7.25
0.85
1.00
0.80
13.41
6.60
11.64
14.41
Windward
6.25
0.85
1.00
0.80
13.41
6.60
11.64
14.41
Windward
5.25
0.85
1.00
0.80
13.41
6.60
11.64
14.41
Windward
4.25
0.85
1.00
0.80
13.41
.6.60
11.64
14.41
Windward
3.25
0.85
1.00
0.80
13.41
6.60
11.64
14.41
Windward
2.25
0.85
1.00
0.80
13.41
6.60
11.64
14.41
Windward
1.25
0.85
1.00
0.80
13.41
6.60
11.64
14.41
Windward
0.25
0.85
1.00
0.80
13.41
6.60
11.64
14.41
19/34
Roof - Dist from Windward Edge
---------------------------------
Roof: 0.0 ft to 7.7 ft
Roof: 7.7 ft to 15.5 ft
Roof: 15.5 ft to 30.9 ft
Roof: 30.9 ft to 32.0 ft
OH Top : 0.0 ft to 7.7 ft
Overhang Top 7.7 ft to 15.5 ft
Overhang Top 15.5 ft to 30.9 ft
Overhang Top 30.9 ft to 32.0 ft
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
Cp Pressure Pressure
+GCpi(psf)-GCpi(psf)
-----------------------------
-0.90 -13.24 -8.20
-0.90 -13.24 -8.20
-0.50 -8.48 -3.43
-0.30 -6.09 -1.05
-0.90 -15.76 -15.76
-0.90 -15.76 -15.76
-0.50 -11.00 -11.00
-0.30 -8.62 -8.62
Along Ridge - Base Reactions - Walls+Roof +GCpi
Description
Press
Area
Fx
---------------------------------------------
psf
ft^2
Rip
Leeward Wall
-7.81
256
2.00
Side Wall
-10.86
328
.00
Side wall
-10.86
328
.00
Windward Wall
6.60
25
0.16
Windward Wall
6.60
25
0.16
Windward wall
6.60
25
0.16
Windward Wall
6.60
25
0.16
Windward Wall
6.60
25
0.16
Windward Wall
6.60
25
0.16
Windward Wall
6.60
25
0.16
Windward Wall
6.60
25
0.16
Windward Wall
6.60
25
0.16
Windward Wall
6.60
25
0.16
Windward Wall
6.60
6
0.04
Roof (0 to h/2)
-13.24
126
.00
Roof (0 to h/2)
-13.24
126
.00
OH Top
-15.76
25
.00
OH Top
-15.76
25
.00
Roof (h/2 to h)
-13.24
126
.00
Roof (h/2 to h)
-13.24
126
.00
OH Top
-15.76
25
.00
OH Top
-15.76
25
.00
Roof (h to 2h)
-8.48
252
.00
Roof (h to 2h)
-8.48
252
.00
OH Top
-11.00
50
.00
OH Top
-11.00
50
.00
Roof (>2h)
-6.09
18
.00
Roof (>2h)
-6.09
18
.00
OH Top
-8.62
4
.00
OH Top
-8.62
4
.00
Leeward wall
-7.81
130
1.02
Windward Wall
7.52
130
0.98
---------------------------------------------
Total
.00
2679
5.69
Fy Ft Mx My Mz
Rip Rip R -ft R -ft R -ft
--------------------------------------
.00 .00 .0 -10.3 .0
3.56 .00 18.3 .0 .0
-3.56 .00 -18.3 .0 .0
.00 .00 .0 -1.6 .0
.00 .00 .0 -1.4 .0
.00 .00 .0 -1.3 .0
.00 .00 .0 -1.1 .0
.00 .00 .0 -0.9 .0
.00 .00 .0 -0.8 .0
.00 .00 .0 -0.6 .0
.00 .00 .0 -0.5 .0
.00 .00 .0 -0.3 .0
.00 .00 .0 -0.1 .0
.00 .00 .0 -0.0 .0
-1.07 1.28 -8.5 -15.5 -12.9
1.07 1.28 8.5 -15.5 12.9
-0.25 0.30 1.9 -3.7 -3.1
0.25 0.30 -1.9 -3.7 3.1
-1.07 1.28 -8.5 -5.6 -4.7
1.07 1.28 8.5 -5.6 4.7
-0.25 0.30 1.9 -1.3 -1.1
0.25 0.30 -1.9 -1.3 1.1
-1.36 1.64 -10.9 11.8 9.8
1.36 1.64 10.9 11.8 -9.8
-0.35 0.43 2.6 3.1 2.5
0.35 0.43 -2.6 3.1 -2.5
-0.07 0.08 -0.5 1.3 1.1
0.07 0.08 0.5 1.3 -1.1
-0.02 0.02 0.1 0.4 0.3
0.02 0.02 -0.1 0.4 -0.3
.00 .00 .0 -14.0 .0
.00 .00 .0 -13.4 .0
.00 10.67 .0 -65.8 .0
Notes - Along Ridge
Note (1) OH = Overhang, no internal pressure considered for Overhang (GCpi-0)
Note (2) Ref Fig 27.4-1, Parallel to Ridge (All), h/1= 0.48
Note (3) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical
Note (4) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf
Note (5) Area' = Area of the surface projected onto a vertical plane normal to wind.
Total Base Reaction Summary
Notes Applying to MWFRS Reactions:
Note (1) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof..
Note (2) X- Along Building ridge, Y = Normal to Building Ridge, Z = Vertical
20/34
Description
FX
FY
Fz
Mx
My
Hz
Rip
Kip
Rip
R -ft
R -ft
R -ft
-----------------------------7--------------------------------------------------------
Normal
to Ridge walls+Roof +GCpi
.0
6.7
6.7
42.7
.0
.0
Normal
to Ridge Walls Only +GCpi
.0
4.9
.0
25.3
.0
.0
Normal
to Ridge Walls+Roof -GCpi
.0
8.4
0.7
56.0
.0
.0
Normal
to Ridge Walls Only -GCpi
.0
4.9
.0
25.3
.0
.0
Normal
to Ridge Walls+Roof MIN
.0
7.0
.0
71.5
.0
.0
Along
Ridge Walls+Roof +GCpi
5.7
.0
10.7
.0
-65.8
.0
Along
Ridge Walls Only +GCpi
5.7
.0
.0
.0
-46.3
.0
Along
Ridge Walls+Roof -GCpi
5.7
.0
6.6
.0
-65.8
.0'
Along
Ridge Walls Only -GCpi
5.7
.0
.0
.0
-46.3
.0
Along
Ridge Walls+Roof MIN
3.7
.0
.0
.0
-29.8
.0
Notes Applying to MWFRS Reactions:
Note (1) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof..
Note (2) X- Along Building ridge, Y = Normal to Building Ridge, Z = Vertical
20/34
BUTTE COUNTY
BUILDING DIVISION
APPROVED
Note (3) MIN = Minimum pressures on Walls = 9.6 psf.and Roof = 4.8 psf
Note (4) MIN areais the area of the surface onto a vertical plane normal to wind.
Note (5) Total Roof Area (incl OH Top) = 1249.65 sq. ft
kil
21/34
' PZ5E, INC - 5TRUCTURAL ENGINEERS
WIND FORCE LATERAL DESIGN:
FRnNT- RFAR nIRFrTInN
Level Diaphragm Story
Shear (lbs) Shear
Top of Roof
1st floor top plate 4970
1st floor 4970
I FFT - RIGHT DIRFr'TinN
Level Diaphragm Story
Shear (lbs) Shear
Top of Roof
1st floor top plate 6715
1st floor 6715
I
LATERAL GOVERNING CONDITIONS
FRONT - REAR DIRECTION:
Roof Diaphragm = 6387 lbs
Diaphragm load, w = 266 plf
Story Shear, V = 5686 lbs
Seismic Governs
Seismic Governs
LEFT -RIGHT DIRECTION:
Roof Diaphragm = 6715 lbs Wind Governs
Diaphragm load, w = 210 plf
Story Shear, V = 6715 lbs Wind Governs
22/34
BUTTE COUNTY
BUILDING DIVISION
APPROVED
r
266 plf
210 plf
Left
24.00 ft'
Front
ROOF
t Right
PZSE, INC - STRUCTURAL ENGINEERS
LATERAL DESIGN FRONT -BACK
FIRST FLOOR: GRIDLINE 1
Story shear, V 5686 lbs Plate height 9.25 ft Total wall length 31.50 ft
Tributary width 12.00 ft 2/3 dead load 186 plf Total SW lengths 9.50 ft
Total width 24.00 ft Min SW Length 3.50 ft
Gridline shear 2843 lbs
Wall shear 299 plf
Roof shear 90 plf
Net shear 209 plf
1000
wall
open wall
open wall
open wall
open wall
so
wall open
wall open
Lengths (ft)
0.00
11.00 6.00
4.00 3.50
7.00 0.00
0.00 0.00
0.00
0.00 0.00
0.00 0.00
Force at Rt ends of
wall/open'g (lbs)
0
-993 261
-100 632
0 0
%openwallopen
0 00
0
0 0
0 0
SW height LION
9
9
9
9
9
9
9
9
Shear wall Type
2
2
1000
0
Story shear, V
5686 lbs
Tributary width
2100 �a2450'� 3i 80'y 3150 31 SOr3150 3150.'- '51 50.x"3150 31.501 .p 31.5D 51.50' X31
2.g
�.000-2000r.
so
24.00 ft
Therefore use: 24-16d's at splice
FIRST FLOOR: GRIDLINE 2
wall
Story shear, V
5686 lbs
Tributary width
12.00 ft
Total width
24.00 ft
Gridline shear
2843 lbs
Ftg: V-0" x V-6" w/ (1) #4 T& B
Plate height 9.25 ft Total wall length 32.00 ft
2/3 dead load 186 plf Total SW lengths 20.00 ft
Min SW Length 10.00 ft
Holdown Tension = 2039 lbs
Wall shear 142 plf
Roof shear 89 plf
Net shear 53 plf
200 .�. .:.. �. - - _ Y' __
0 •l..1t aav :.fit .:it:.�-r,,3=r �.:aecr?iii-r- '�-�s"=rkz"�ai'i s
-200 ,5pi0 .700 mow"}"Ft1210D 3100Y,x3200,.',320�0_t��.ir32.�„ew3200 r3200`"`*532t00 ;'320D 3400 3200}+"03200 3200
400
��
Therefore use: 24-16d's at splice Ftg: 1'-0" x 1'-6" w/ (1) #4 T & B
BUTTE COUNTY
BUILDING DIVISION
APP'OVE®
23/34
Holdown Tension = 997 lbs
5/8" 0 ROD d
Symbol
5/8" 0 ROD p
Symbol
wall
open wall open
wall
open wall
open wall open
wall
open wall
open wall open
Lengths (ft)
0.00
7.00 10.00 4.00
10.00
1.00 0.00
0.00 0.00 0.00
0.00
0.00 0.00
0.00 0.00 0.00
Force at Rt ends of
wall/open'g (Ibs)
0
-622 -89 -444
89
0 0
0 0 0
0
0 0
0 0 0
SW height LION
9
9
9
9
9
9
9
9
Shear wall Type
1 1
1
200 .�. .:.. �. - - _ Y' __
0 •l..1t aav :.fit .:it:.�-r,,3=r �.:aecr?iii-r- '�-�s"=rkz"�ai'i s
-200 ,5pi0 .700 mow"}"Ft1210D 3100Y,x3200,.',320�0_t��.ir32.�„ew3200 r3200`"`*532t00 ;'320D 3400 3200}+"03200 3200
400
��
Therefore use: 24-16d's at splice Ftg: 1'-0" x 1'-6" w/ (1) #4 T & B
BUTTE COUNTY
BUILDING DIVISION
APP'OVE®
23/34
Holdown Tension = 997 lbs
5/8" 0 ROD d
Symbol
5/8" 0 ROD p
Symbol
FZSE,INC- STRUCTURALENGINEERS
FIRST FLOOR: GRIDLINE A
Story shear, V 6715 Ills
Tributary width 16 ft
Total width 32 ft
LATERAL DESIGN FRONT -BACK
Plate height 9.25 ft Total wall length 22.50 ft
2/3 dead load 186 plf Total SW lengths 6.50 ft
Min SW Length 3.25 ft
Wall shear 517 plf
Roof shear 149 plf
Net shear 367 Of
line shear
3358 lbs
rk.•-'� + c. L .;� z
yr
o
T. 6:rn
'.'S'l. ,n-�r<rn .+'T''3fls ''.+...^°' r'+i-rs`•'--}+:n '-..'�c .`
,�.+.,:14r..�, 5 w�.�r
-1000
• iiti a25'p .:..
'.-
+22.50 {� S0 522.50 22c5 !� ', 22,50 22.SD�ir 22 50'�"�+ 22.50 is 22.50 )t- r�22 SD �Sxt' 22.50 #22.SO`�22.50
'•
wall open
wall
open wall
open wall
open wall open
wall
open wall open
wall of
the (ft)
3.25 16.00
3.25
0.00 0.00
0.00 0.00
0.00 0.00 0.00
0.00
0.00 0.00 0.00
0.00 0
e at Rt ends of
563
-711 0
0 0 0
0
0 0
0 0
0 0
0 0
'open'g (lbs)
1194 -1194
0
0 0
0 0
0 0 0
0
0 0 0
0
might LION
9
9
9
9
9
9
9
9
r wall Type
4
4
2000
1000'`'G�'
♦• t�} ,fix •, v �, >r F }.
rk.•-'� + c. L .;� z
yr
o
T. 6:rn
'.'S'l. ,n-�r<rn .+'T''3fls ''.+...^°' r'+i-rs`•'--}+:n '-..'�c .`
,�.+.,:14r..�, 5 w�.�r
-1000
• iiti a25'p .:..
'.-
+22.50 {� S0 522.50 22c5 !� ', 22,50 22.SD�ir 22 50'�"�+ 22.50 is 22.50 )t- r�22 SD �Sxt' 22.50 #22.SO`�22.50
'•
50
-2000
�' „e a
rr'�, Y.•• i r-. r+�.{ brEN�._ '4"s. a`I'i i57 ..c:+:1F,.f . »?Tn..�T''a •d'r ,,7ta:`.,+c _M1G
Li.+ �.J-'-1"F,`t ?'t.�?, v^t ",.gym
0.00 0.00
0.00 0.00
0.00 0.00 0
e at Rt ends of
Therefore use: 24-16d's at splice
FIRST FLOOR: GRIDLINE B
wall
Story shear, V
6715 lbs
Tributary width
12 ft
Total width
32 ft
Gridline shear
2518 lbs
Ftg: 1'-0" x 1'-6" w/ (1) #4 T & B
Plate height 9.25 ft Total wall length 21.75 ft
2/3 dead load 186 plf Total SW lengths 10.75 ft
Min SW Length 4.75 ft
Holdown Tension = 5281 lbs
Wall shear 234 plf
Roof shear 116 plf
Net shear 118 plf
1000
wall
open wall
open wall open
wall
open wall
open wall
open wall
open wall of
the (ft)
4.75
11.00 6.00
0.00 0.00 0.00
0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00 0
e at Rt ends of
fopen'g (Ibs)
563
-711 0
0 0 0
0
0 0
0 0
0 0
0 0
ieight UON
9
9
9
9
9
9
9
9
r wall Type
1 1
1
1000
500
t:. t• .{ "l.
0�-'_
{ Y A.' G•4 N
.
500
475 575_;_1i.75;'_21.75 2`1.7F5:'-`2175{ 21.75 21.75h 2175' 2175Y,�?:.2175it"�2t75 '(21.75 2175- 2175`.- 2775
�€ �'9�, K
-1000
- dY. �. S.i. �i'.'t!+tn.`» c" lrx�v_+,43r ^a«1..:�i
Therefore use: 24-16d's at splice
Ftg: 1'-0" x 1'-6" w/ (1) #4 T & B
BUTTE COUNTY
BUILDING DIVISION
APPROVED
24/34
Holdown Tension = 2233 Ills
STHD14 •
Symbol
5/8" � ROD tt
Symbol
Title: DOVBUSH LOG CABIN / Job # 2016-09434
Dsgnr: P.K. ZACHER, S.E. Date: 5:01 PM, 30 AUG 16
i=0sil=:n� scription : RESIDENCE /
Scope: STRUCTURAL ENGINEERING
STRUtTURAI ENGINEERS
Rev: 580000
User: KW -0602844, Ver 5.8.0,1 -Nov -2006 Horizontal Plywood Diaphragm Page 1
(c)198&2006 ENERCALC Engineering Software Dovbush Log Cabin.emCalculations
Description ROOF
General Information
Framing
Thickness
Grade
Nail Size
North-South Length
32.00 ft
Diaphrgm Weight
0.00 psf
East-West Length
24.00 ft
Seismic Factor
in
1.0000
Nort-South Chord
32.00 ft
Diaphragm is Unblocked
1/2"
East-West Chord
24.00 ft
Blocking Direction
265.0
North-South
Boundary Loads Acting North & South
3x
1/2"
Grade C-D,C-C
# 1
269.00 #/ft from
0.000 ft to
24.000 ft
3rd zone
# 2
#/ft from
0.000ft to
0.000 ft
BUILDING DIVISION
# 3
#/ft from
0.000 ft to
0.000 ft
APPROVED �\'
# 4
#/ft from
0.000 ft to
0.000 ft
X11 1 v
Boundary Loads Acting East & West
2x
1/2"
Grade C-D,C-C
# 1
216.00 #/ft from
0.000 ft to
32.000 ft
2nd zone
# 2
#/ft from
0.000 ft to
0.000 ft
2.5,4,12
# 3
#/ft from
0.000ft to
0.000 ft
1/2"
# 4
#/ft from
0.000 ft to
0.000 ft
0.00
North & South Walls
Design Data & Nailing Requirements
East & West Walls Design Data & Nailing Requirements 111
Framing
Framing
Thickness
Grade
Nail Size
Spacing
Value
Distance
in
in
in
in
#/ft
ft
At North Wall
3x
1/2"
Grade C-D,C-C
8d
2,3,12
265.0
0.00
2nd zone
3x
1/2"
Grade C-D,C-C
8d
2.5,4,12
265.0
0.00
3rd zone
2x
1/2"
Grade C-D,C-C
8d
4,6,12
240.0
0.00
Center zone
2x
1/2"
GradeC-D,C-C
8d
6,6,12
240.0
3rd zone
3rd zone
2x
1/2"
Grade C-D,C-C
8d
4,6,12
240.0
0.00
2nd zone
3x
1/2"
Grade C-D,C-C
8d
2.5,4,12
265.0
0.00
At South Wall
3x
1/2"
Grade C-D,C-C
8d
2,3,12
265.0
0.00
East & West Walls Design Data & Nailing Requirements 111
Framing
Thickness
Grade
Nail Size
Spacing
Value
Distance
in
in
#/ft
ft
At West Wall
3x
1/2"
Grade C-D,C-C
8d
2,3,12
200.0
0.00
2nd zone
3x
1/2"
Grade C-D,C-C
8d
2.5,4,12
200.0
0.00
3rd zone
2x
1/2"
Grade C-D,C-C
8d
4,6,12
180.0
0.00
Center zone
2x
1/2"
Grade C-D,C-C
8d
6,6,12
180.0
3rd zone
2x
1/2"
Grade C-D,C-C
8d
4,6,12
180.0
0.00
2nd zone
3x
1/2"
Grade C-D,C-C
8d
2.5,4,12
200.0
0.00
At East Wall
3x
1/2"
Grade C-D,C-C
8d
2,3,12
200.0
0.00
Shear & Chord Forces
Diaphragm Shears...
North
South
West
East
Total Shear
3,456.0 lbs
3,456.0 lbs
3,228.0 lbs
3,228.0 lbs
Shear per Foot
144.00 #/ft
144.00 #/ft
100.88 #/ft
100.88 #/ft
Chord Forces...
@ 1/4' Length
451.5 lbs
859.4 lbs
@ 1/2' Length
605.3 lbs
1,152.0
lbs
@ 3/4 ' Length
456.3 lbs
868.6 lbs
Length / Width Ratio
1.333
25/34
Title: DOVBUSH LOG CABIN Job # 2016-09434
Dsgnr: P.K. ZACHER, S.E. Date: 5:01 PM, 30 AUG 16
(� escription : RESIDENCE
STRUCTURAL ENGINEERS Scope: STRUCTURAL ENGINEERING
Rev: 580004
User: KW.0602844, Ver 5.8.0, 1 -Nov -2006 plywood Shear Wall & Footing Page 1
(01983-2006 ENERCALC Engineering Software Dovbush Log Cabin.em:Calwlations
Description FIRST FLOOR: GRIDLINE 1 (for uplift calculation only)
General Information Base allowables are user defined j
# Plywood Layers 1
Wall Length
3.500 ft
End Post Dimension 3.50 in
Plywood Grade Grade C -D
Wall Height
10.250 ft
Seismic Factor 0.000
Nail Size 8d
Wall Weight
0.000 psf
Nominal Sill Thick. 2.00
Thickness 3/8"
Ht / Length
2.929
Stud Spacing 16.00 in
Loads
Vertical Loads...
Overburden Load over Footing 100.00 psf
Point Load # 1 0.00 lbs
at
0.00 ft
Point Load # 2 0.00 lbs
at
0.00 ft
Point Load # 3 0.00 lbs
at
0.00 ft
BUTTE COUNTY
Uniform Load # 1 100.00 #/ft
0.00 ft
to
3.50 ft BUILDING
Uniform Load # 2 0.00 #/ft
0.00 ft
to
0.00 ft DIVISION
Lateral Loads...
AP®RO\ /CC®
Uniform Shear @Top of Wall
216.00 #/ft
3.500 ft
= 756.00 lbs 1 �/
Uniform Shear @ Top of Wall
0.00 #/ft
3.500 ft
= 0.00 lbs
Strut Force Applied @ Top of Wall
0.00 lbs
Strut Force Applied @ Top of Wall
0.00 lbs
Moment Applied @ Top of Wall
0.00 ft-#
Footing
Past Left Edge of Wall
7.000 ft
Concrete Weight
145.00 pcf
Wall Length
3.500 ft
Rebar Cover
3.00 in
Past Right Edge of Wall
7.000 ft
fc
2,500.00 psi
Footing Length
17.500 ft
Fy
40,000.00 psi
Footing Width
1.00 ft
Min. Steel As %
0.00000
Footing Thickness
18.00 in
Design OK
Wall Summary...
Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field
Applied Shear = 216.0#/ft, Capacity = 260.000#/ft -> OK
Wall Overturning = 7,749.Oft-#, Resisting Moment = 612.5ft-#, End Uplift = 2,039.00Ibs
Max. Soil Pressures: @ Left = 511.5psf, @ Right = 511.5psf
Sill Bolting: 1/2" Bolts @ 46.92in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in
26/34
Title: DOVBUSH LOG CABIN Job # 2016-09434
=ZSE:
Dsgnr: P.K. ZACHER, S.E. Date: 5:01 PM, 30 AUG 16
IniDe scription : RESIDENCE
STRUtTURAI ENGINEERS Scope: STRUCTURAL ENGINEERING
user: icw-06,028", Ver 5.8.0,1 -Nov -2006 Plywood Shear Wall & Footing Page 1 r
(c)1963-2006 ENERCALC Engineering Software Dovbush Log Cabin.ecw:Calculations
Description FIRST FLOOR: GRIDLINE 2 (for uplift calculation only)
General Information Base allowables are user defined h
# Plywood Layers 1
Wall Length
10.000 ft
End Post Dimension 3.50 in
Plywood Grade Grade C -D
Wall Height
10.250 ft
Seismic Factor 0.000
Nail Size 8d
Wall Weight
0.000 psf
Nominal Sill Thick. 2.00
Thickness 3/8"
Ht/Length
1.025
Stud Spacing 16.00 in
Loads
Vertical Loads...
Overburden Load over Footing 100.00 psf
Point Load # 1 0.00 lbs
at
0.00 ft
Point Load # 2 0.00 lbs
at
0.00 ft
Point Load # 3 0.00 lbs
at
0.00 ft
BUTTE COUNTY
Uniform Load # 1 100.00 #/ft
0.00 ft
to
10.00 ft BUILDING DIVISION
Uniform Load # 2 0.00 #/ft
0.00 ft
to
0.00 ft ry ^
Lateral Loads...
�+
APPROVED r
� ®` V,�
Uniform Shear @ Top of Wall
146.00 #/ft
10.000ft
= 1,460.00 lbs
Uniform Shear @ Top of Wall
0.00 #/ft
10.000 ft
= 0.00 lbs
Strut Force Applied @ Top of Wall
0.00 lbs
Strut Force Applied @ Top of Wall
0.00 lbs
Moment Applied @ Top of Wall
0.00 ft-#
Footing
Past Left Edge of Wall
7.000 ft
Concrete Weight
145.00 pcf
Wall Length
10.000 ft
Rebar
Cover
3.00 in
Past Right Edge of Wall
7.000 ft
fc
2,500.00 psi
Footing Length
24.000 ft
Fy
40,000.00 psi
Footing Width
1.00 ft
Min. Steel As %
0.00000
Footing Thickness
18.00 in
Design OK
Wall Summary...
Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field
Applied Shear = 146.0#/ft, Capacity = 260.000#/ft -> OK
Wall Overturning = 14,965.Oft-#, Resisting Moment = 5,000.Oft-#, End Uplift = 996.50lbs
Max. Soil Pressures: @ Left = 537.9psf, @ Right = 537.9psf
Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in
27/34
Title: DOVBUSH LOG CABIN Job # 2016-09434
Dsgnr: P.K. ZACHER, S.E. Date: 5:01 PM, 30 AUG 16
scription : RESIDENCE
STRUCTURAL ENGINEERS Scope : STRUCTURAL ENGINEERING
Rev: 580004
User: KW0602844, Ver 5.8.0, I -Nov -2006 plywood Shear Wall & Footing Page 1
(c)1983-2006 ENERCALC Engineering Software Dovbush Log Cabin.ecw:Calculations
Description FIRST FLOOR: GRIDLINE 3 (for uplift calculation only)
A
General Information Base allowables are user defined
# Plywood Layers 1
Wall Length
3.250 ft
Lno Post Dimension 3.50 in
Plywood Grade Grade C -D
Wall Height
10.250 ft
Seismic Factor 0.000
Nail Size 8d
Wall Weight
0.000 psf
Nominal Sill Thick. 2.00
Thickness 3/8"
Ht / Length
3.154
Stud Spacing 16.00 in
Loads
Vertical Loads...
Overburden Load over Footing 100.00 psf
Point Load # 1 0.00 lbs
at
0.00 ft
Point Load # 2 0.00 lbs
at
0.00 ft
BUTTE COUNTY
Point Load # 3 0.00 lbs
at
0.00 ft
BUILDING DIVISION
Uniform Load # 1 100.00 #/ft
0.00 ft
to
3.25 ft
Uniform Load # 2 0.00 #/ft
0.00 ft
to
0.00 ft APPROVED
\®®R O\�/ E
Lateral Loads...
/'�]' j—
Uniform Shear @ Top of Wall
531.00 #/ft
3.250 ft
= 1,725.75 lbs
Uniform Shear @ Top of Wall
0.00 #/ft
3.250 ft
= 0.00 lbs
Strut Force Applied @ Top of Wall
0.00 lbs
Strut Force Applied @ Top of Wall
0.00 lbs
Moment Applied @ Top of Wall
0.00 ft-#
Footing
Past Left Edge of Wall
6.000 ft
Concrete Weight
145.00 pcf
Wall Length
3.250 ft
Rebar Cover
3.00 in
Past Right Edge of Wall
6.000 ft
fc
2,500.00 psi
Footing Length
15.250 ft
Fy
40,000.00 psi
Footing Width
1.00 ft
Min. Steel As %
0.00000
Footing Thickness
18.00 in
Design OK
Wall Summary...
Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 2 in @ Edges, 8d at 12 in @ Field
Applied Shear = 531.0#/ft, Capacity = 640.000#/ft -> OK
Wall Overturning = 17,688.9ft-#, Resisting Moment = 528.1ft-#, End Uplift = 5,280.25lbs
Max. Soil Pressures: @ Left = 930.9psf, @ Right = 930.9psf
Sill Bolting: 1/2" Bolts @ 19.09in, 5/8" Bolts @ 29.76in, 3/4" Bolts @ 42.08in
28/34
Project Title:
Engineer: Project ID:
RNISMw(^� Protect Descr:
I ' i
STRUCTURAL ENGINEERS
.5 ,•••r �• g ? • cs a F k.� ' File = PIKSEIPROJECT FILE
JVood Column 1 4
4_f..+4•,
y;
KW -06002844- Licena
Description : STUD: CRIPPLE WALL BELOW LOG WALL @ 16" O.C.
b , wirrium Reactions', ; Note: Only non -zero reactions are listed
32/34
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base
@ Top
@ Base
L Only
k
k
0.080 k
S Only
k
k
k
W Only
k
0.010
0.010 k
k
E Only
k
k
k
H Only
k
k
k
+D+H
k
k
0.872 k
+D+L+H
k
k
0.952 k
+D+Lr+H
k
k
1.192 k
+O+S+H
k
k
0.872 k
+D+0.750Lr+0.750L+H
k
k
1.172 k
+D+0.750L+0.750S+H
k
k
0.932 k
+0+0.70E+H
k
k
I 0.872 k
+D+0.750L+0.750S+0.5250E+H
k
k
0.932 k
+0.60D+0.70E+0.60H
k
k
0.523 k
[MMazimum Deflections for Load
Combinatiorfs' �
<..
r
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
D Only
0.0000 in
0.000 ft
0.000 in
0.000 It
BUTTE COUNTY
Lr Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
LOnly
0.0000 in
0.000 it
0.000 in
0.000 ft
BUILDING DIVISION
S Only
W Onry
0.0000 in
0.0000 in
0.000 it
0.000 ft
0.000 in
0.001 in
0.000 ft
2.013 ft
AP 1 F ®VE
E Only
0.0000 in
0.000 ft
0.000 in
0.000 it
H Only
0.0000 in
0.000 it
0.000 in
0.000 it
+D+0.750L+0.750S+0.750W
0.0000 in
0.000 ft
0.001 in
2.013 It
+D+Lr
0.0000 in
0.000 It
0.000 in
0.000 it
+D+S
0.0000 in
0.000 ft
0.000 in
0.000 ft
+0+0.750Lr+0.750L
0.0000 in
0.000 it
0.000 in
0.000 ft
+D+0.750L+0.750S
0.0000 in
0.000 it
0.000 in
0.000 it
+D+W
0.0000 in
0.000 ft
0.001 in
2.013 ft
+0+0.70E
0.0000 in
0.000 ft
0.000 in
0.000 ft
r
+D+0.750Lr+0.750L+0.75OW
0.0000 in
0.000 ft
0.001 in
2.013 it
+D+0.750Lr+0.750L+0.5250E
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750L+0.750S+0.5250E
0.0000 in
0.000 it
0.000 in
0.000 ft
+0.60D+W
0.0000 in
0.000 ft
0.001 in
2.013 it
40.60D40.70E
0.0000 in
0.000 ft
0.000 in
0.000 it
+O+Lr+L+S+W+E+H
0.0000 in
0.000 ft
0.001 in
2.013 it
+D+E
0.0000 in
0.000 it
0.000 in
0.000 ft
+0.60D+E
0.0000 in
0.000 it
0.000 in
0.000 It
4M.750Lr+0.750L+0.750E
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750L+0.750S+0.750E
0.0000 in
0.000 It
0.000 in
0.000 ft
32/34
Project Title: + r
Engineer: Proiect ID:
Protect Descr: i.
STRUCTURAL ENGINEERS
i
Description : STUD: CRIPPLE WALL BELOW LOG WALL @ 16' O.C. ¢�
%$ketches
Y 1.272k
M -x Loads
` BUTTE COUNTY
BUILDING DIVISION
Am 1x
FSA■®■®O V E® V t ,
e 4 Y ■ �_
= 5
2x6 ,� [
1
LJ
Loads are total entered value. Arrows do not reflect absolute direction.
r
`t
t
t
4
i
. i
' t .
i
CANTILEVER DIAPHRAGM DESIGN:
DESCRIPTION: CANOPY
Loading:
Controlling Lateral Force (Wind) V = Story Shear due to Wind (W) * Canopy Width / Total Wi
W =
6900 lbs
Canopy Width =
10 ft
Total Width =
34 ft
V canopy =
2029 lbs
DESIGN SHEATHING
Width, b
Length, L
Top plate height
Loading, w
Roof diaphragm shear, v
Thickness of sheathing
Size of nail; 8d etc
Nail spacing
10 feet, pressure applied along width, b
32 feet
9 feet.
203 plf
63 plf
15/32 inch
8d
6 inches oc
Therefore, use 15/32" CDX with 8d commons at.
6" oc edges, 12" oc field
DETERMINE DIAPHRAGM DEFLECTION
Diaohraem deflection:
Shear deflection, s 0.057 inches
Nail slip, n 0.096 inches
Total story drift 0.153 inches
Allowable story drift 0.540 inches
CHORD FORCES AT RE-ENTRANT CORNERS
T or C = Vb/2L 317 lbs
Therefore, the (3) 16d's at each rafter to truss connection at
the top plate is adequate for the Chord Force
34/34
BUTTE COUNTY
BUILDING DIVISION
APPR®VE®
Story Drift OK
f=ZSETitle: DOVBUSH LOG CABIN Job # 2016-09434
Dsgnr: P.K. ZACHER, S.E. Date: 5:01 PM, 30 AUG 16
:In� scription : RESIDENCE
STRUCTURAL ENGINEERS Scope : STRUCTURAL ENGINEERING
Rev: 580004
User: KW-0602844, Ver 5.8.0,1-Nov-2006 Plywood Shear Wall & Footing Page 1
(c)1983-2006 ENERCALC Engineering Software Dovbush Log Cabin.ecw:Calculations
Description FIRST FLOOR: GRIDLINE 4 (for uplift calculation only)
General Information
Base allowables are user defined
# Plywood Layers 1
Wall Length
4.750 ft
End Post Dimension 3.50 in
Plywood Grade Grade C -D
Wall Height
10.250 ft
Seismic Factor 0.000
Nail Size 8d
Wall Weight
0.000 psf
Nominal Sill Thick. 2.00
Thickness 3/8"
Ht / Length
2.158
Stud Spacing 16.00 in
Loads
Vertical Loads...
Overburden Load over Footing 100.00 psf
Point Load # 1 0.00 lbs
at
0.00 ft
Point Load # 2 0.00 lbs
at
0.00 ft
Point Load # 3 0.00 lbs
at
0.00 ft
BUTTE COUNTY
Uniform Load # 1 100.00 #/ft
Uniform Load # 2 0.00 #/ft
0.00 ft
0.00 ft
to
to
4.75 ft BUILDING DIVISION
0.00 ft
Lateral Loads...
APPHO\ /ED
Uniform Shear @Top of Wall
241.00 #/ft
4.750 ft
= 1,144.75 lbs �/
Uniform Shear @ Top of Wall
0.00 #/ft
4.750 ft
= 0.00 lbs
Strut Force Applied @ Top of Wall
0.00 lbs
Strut Force Applied @ Top of Wall
0.00 lbs
Moment Applied @ Top of Wall
0.00 ft-#
Footing
Past Left Edge of Wall
6.000 ft
Concrete Weight
145.00 pcf
Wall Length
4.750 ft
Rebar
Cover
3.00 in
Past Right Edge of Wall
6.000 ft
fc
2,500.00 psi
Footing Length
16.750 ft
Fy
40,000.00 psi
Footing Width
1.00 ft
Min. Steel As %
0.00000
Footing Thickness
18.00 in
Design OK
Wall Summary...
Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field
Applied Shear = 241.0#/ft, Capacity = 260.000#/ft -> OK
Wall Overturning = 11,733.7ft-#, Resisting Moment = 1,128.1ft-#, End Uplift = 2,232.75lbs
Max. Soil Pressures: @ Left = 633.5psf, @ Right = 633.5psf
Sill Bolting: 1/2" Bolts @ 42.05in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in
29/34
PZSE,INC- STRUCTURALENGINEERS
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
30/34
STUDWALL LOADING
LOCATION: CRIPPLE WALL BELOW
LOG WALL
Stud Length, L
4 feet
Stud spacing, wst„d
12 inches
AXIAL LOADING:
Dead load roof, D
352
352 plf
Live load roof, Lr
320
320 plf
Snow load roof, Sr
0
0 plf
Dead load floor,Df
40
40 plf
Live load floor, Lf
80
80 plf
Dead load wall, Dw
480
480 plf
D: Dead =
872 plf
Lr: Roof Live =
320 plf
L: Live =
80 plf
S: Snow =
0 plf
LATERAL LOADING:
Wind Exposure Catagory =
C
Uniform Lateral Load, w =
20.0 plf
Partition Load (5.0 psf), w =
5.0 plf
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
30/34
.ffi. Project Title:
+ Engineer: Project ID:
Protect Descr:
STRU(TURALENGINEERS
U 8111 File = RIHSEIPROJECT FILES120161obs1Pw*h Log Cabin16 094341ENGRTmbush Log Cabin 6C67
ENERCALC,INC. 1983-2016,Build :6.16.4.12 Ver.6.16.4.12
Description : STUD: CRIPPLE WALL BELOW LOG WALL @ 16" O.C.
Code ReferencesBUTTE COUNTY
RI 111DING DIVISION
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 ����®` v,�®
Load Combinations Used: IBC 2012
General Information
Analysis Method : Allowable Stress Design Wood Section Name 2x6
End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber
Overall Column Height 4.0 ft Wood Member Type Sawn
( Used /or non -slender cakulations )
Wood Species Douglas Fir -Larch
Exact Width 1.50 in Allow Stress Modification Factors
Wood Grade Stud
Exact Depth 5.50 in Cf or Cv for Bending 1.0
Area 8.250 in"2 Cf or Cv for Compression 1.0
Fb - Tension 700.0 psi Fv
180.0 psi
Ix 20.797 in 4 Cf or Cv for Tension 1.0
Fb - Compr 700.0 psi Ft
450.0 psi
Iy 1.547 in Cm :Wet Use Factor 1.0
Fc - Prll 850.0 psi Density
32.210 pcf
Ct : Temperature Factor 1.0
Fc -Perp 625.0 psi
Cfu :Flat Use Factor 1.0
E : Modulus of Elasticity ... x x Bending
y -y Bending Axial
Kf : Built-up columns 1.0 PIDS 15.32
Basic 1,400.0
1,400.0 1,400.0
ksi Use Cr : Repetitive? Yes
Minimum 510.0
510.0
Brace condition for deflection (buckling) along columns :
X -X (width) axis: Unbraced Length for X -X Axis buckling = 4.0 ft, K =1.0
Y -Y (depth) axis: Unbraced Length for X -X Axis buckling = 4.0 ft, K =1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
AXIAL LOADS ...
Axial Load at 4.0 ft, D = 0.8720, Lr = 0.320,
L = 0.080 k
BENDING LOADS ...
Lat. Uniform Load creating Mx -x, W = 0.0050 k/ft
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.3906:1
Maximum SERVICE Lateral Load Reactions . .
Load Combination
+-D+Lr+H
Top along Y -Y 0.010 k Bottom along Y -Y 0.010 k
Governing NDS Forumla Comp Only, fc/Fc'
Top along X -X 0.0 k Bottom along X -X 0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y -Y 0.0010 in at 2.013 ft above base
Applied Axial
1.192 k
for load combination : W Only
Applied Mx
0.0 k -ft
Applied My
0.0 k -ft
Along X -X 0.0 in at 0.0 ft above base
Fc: Allowable
369.887 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.004209:1
Bendinq Compression Tension
Load Combination
+D+W
Location of max.above base
0.0 ft
Applied Design Shear
1.818 psi
Allowable Shear
288.0 psi
Maximum Reactions
Note: Only non -zero reactions are listed.
X -X Axis Reaction
Y -Y Axis Reaction Axial Reaction
Load Combination
@ Base @ Top
@ Base @ Top @ Base
+D+Lr+L+S+W+E+H
k
0.010 0.010 k 1.272 k
+D+W+H
k
0.010 0.010 k 0.872 k
+D+0.70E+H'
k
k 0.872 k
+D+0.750Lr+0.750L+0.750W+H
k
0.008 0.007 k 1.172 k
+0+0.750L+0.750S+0.750W+H
k
0.008 0.007 k 0.932 k
+0+0.750Lr+0.75OL+0.5250E+H
k
k 1.172 k
+0.60D+W+0.60H
k
0.010 0.010 k 0.523 k
+0.60D+0.70E+0.60H
k
k 0.523 k
D Only
k
k 0.872 k
Lr Only
k
k 0.320 k
31/34